HomeMy WebLinkAboutTransportation Meeting Supplemental January 2018
160 Madison Street, Suite A
Eugene, Oregon 97402
541.513.3376
SOUTH ASHLAND BUSINESS PARK
January 5, 2018
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Transportation Planning Rule Analysis
South Ashland Business Park
Kelly Sandow PE
Ashland, Oregon
January 5, 2018 SANDOW
ENGINEERING
160 Madison Street, Suite A
Eugene Oregon 97402
541.513.3376
sandowengineering.com
project # 5643
06 / 30 /18
1 South Ashland Business Park TPR Analysis January 5, 2018
EXECUTIVE SUMMARY
This report describes the traffic analysis and findings consistent with the development proposal of Tax
Lot 2800 of Assessor’s Map 391E14AB in Ashland, Oregon. The property consists of 5.38 acres and is
currently zoned Rural Residential (5 acre) minimum (RR-5) by Jackson County. The property is currently
located outside of the City of Ashland city limits. The applicant is requesting an annexation and a zone
change to Employment (E-1) to support the proposed business park to be developed on the site. As part
of the zone change request, an analysis of compliance with the Transportation Planning Rule (TPR),
Statewide Planning Rule Goal 12, OAR 660-012-0060(1) is needed to demonstrate that any increase in
traffic generated by the proposed zoning will not have a significant effect on the adjacent transportation
system.
The analysis evaluates the adjacent roadway network and intersections with added traffic from the
proposed rezoning and development consistent with City of Ashland and Oregon Department of
Transportation (ODOT) analysis and evaluation criteria.
The following findings and recommendations are based on the information and analysis contained
within this report.
FINDINGS
The analysis concludes the following:
• All of the studied intersections meet mobility standards though the year 2023 with the proposed
development of a 72,606 sf of business park.
• The proposed E-1 zoning will generate more traffic than the existing Rural Residential zoning,
triggering the need for TPR analysis.
• The intersection of Ashland Street at I-5 Northbound Ramps, Ashland Street at I-5 Southbound
Ramps, and Ashland Street at Normal Avenue do not meet the applicable mobility standards for
the year 2034 background conditions.
• The “worst-case” development potential under the proposed E-1 zoning will worsen the year
2034 intersection performance. In lieu of expensive mitigation, the applicant is proposing a trip
cap equal to the level of traffic generated by the proposed development scenario. Under the trip
cap, all intersections projected to operate within applicable mobility standards will continue to
meet applicable mobility standards. Under the trip cap, all intersections projected to not meet
the mobility standards will operate no worse than the 2034 background conditions, and no
further mitigation is needed.
2 South Ashland Business Park TPR Analysis January 5, 2018
CONTENTS
BACKGROUND ...................................................................................................................... 5
1.1 SITE INFORMATION ............................................................................................................................. 5
1.2 SCOPE OF ANALYSIS ............................................................................................................................ 5
EXISTING ROADWAY CONDITIONS ...................................................................................... 8
2.1 STREET NETWORK ............................................................................................................................... 8
2.2 CRASH ANALYSIS ............................................................................................................................... 10
BACKGROUND TRAFFIC VOLUMES .................................................................................... 11
3.1 INTERSECTION COUNTS .................................................................................................................... 11
3.2 SEASONAL ADJUSTMENT .................................................................................................................. 11
3.3 FUTURE YEAR BACKGROUND VOLUMES ........................................................................................... 12
3.4 BACKGROUND VOLUMES .................................................................................................................. 12
DEVELOPMENT ANALYSIS .................................................................................................. 17
4.1 TRIP GENERATION ............................................................................................................................. 17
4.2 TRIP DISTRIBUTION ........................................................................................................................... 17
4.3 BUILD-OUT TRAFFIC VOLUMES ......................................................................................................... 18
4.4 PERFORMANCE MEASURES .............................................................................................................. 23
4.5 INTERSECTION ANALYSIS RESULTS - 2017 ........................................................................................ 24
4.6 INTERSECTION ANALYSIS RESULTS – 2019 ........................................................................................ 24
4.7 INTERSECTION ANALYSIS RESULTS – 2023 ........................................................................................ 25
4.8 INTERSECTION QUEUING ANALYSIS RESULTS - YEAR 2017 .............................................................. 26
4.9 INTERSECTION QUEUING ANALYSIS RESULTS - YEAR 2019 .............................................................. 28
4.10 INTERSECTION QUEUING ANALYSIS RESULTS - YEAR 2023 ............................................................ 29
WASHINGTON STREET CROSS-SECTION RECOMMENDATION .......................................... 31
DEVELOPMENT SCENARIOS FINDINGS .............................................................................. 33
TRANSPORTATION PLANNING RULE ANALYSIS ................................................................. 33
7.1 YEAR 2034 BACKGROUND TRAFFIC VOLUMES ................................................................................. 33
7.2 TRIP GENERATION ............................................................................................................................. 33
7.3 TRIP DISTRIBUTION ........................................................................................................................... 35
7.4 BUILD-OUT TRAFFIC VOLUMES ......................................................................................................... 35
7.5 INTERSECTION ANALYSIS RESULTS – 2034 ........................................................................................ 35
TPR MITIGATION ................................................................................................................ 40
CONCLUSION ...................................................................................................................... 44
3 South Ashland Business Park TPR Analysis January 5, 2018
LIST OF TABLES
TABLE 1: ROADWAY CHARACTERISTICS WITHIN STUDY AREA ..................................................................... 8
TABLE 2: INTERSECTION CRASH RATES ....................................................................................................... 10
TABLE 3: TRAFFIC COUNT SUMMARY ......................................................................................................... 11
TABLE 4: PM PEAK HOUR PROPOSED DEVELOPMENT TRIP GENERATION ................................................. 17
TABLE 5: HCM LEVEL OF SERVICE FOR INTERSECTIONS .............................................................................. 23
TABLE 6: STUDY AREA MOBILITY STANDARDS ............................................................................................ 24
TABLE 7: INTERSECTION PERFORMANCE: YEAR 2017 PM PEAK HOUR ...................................................... 24
TABLE 8: INTERSECTION PERFORMANCE: YEAR 2019 PM PEAK HOUR ...................................................... 25
TABLE 9: INTERSECTION PERFORMANCE: YEAR 2023 PM PEAK HOUR ...................................................... 25
TABLE 10: INTERSECTION QUEUING: YEAR 2017 PM PEAK HOUR ............................................................. 27
TABLE 11: INTERSECTION QUEUING: YEAR 2019 PM PEAK HOUR ............................................................. 28
TABLE 12: INTERSECTION QUEUING: YEAR 2023 PM PEAK HOUR ............................................................. 30
TABLE 13: PM PEAK HOUR WORST CASE-TRIP GENERATION RR-5 ZONING .............................................. 34
TABLE 14: INTERSECTION PERFORMANCE: YEAR 2034 PM PEAK HOUR .................................................... 35
TABLE 15: TRIP CAP ADT TRIP GENERATION ............................................................................................... 40
TABLE 16: INTERSECTION PERFORMANCE: YEAR 2034 PM PEAK HOUR .................................................... 41
4 South Ashland Business Park TPR Analysis January 5, 2018
LIST OF FIGURES
FIGURE 1 – SITE LOCATION AND VICINITY MAP............................................................................................ 7
FIGURE 2 – INTERSECTION CONTROL AND LANE CONFIGURATION ............................................................. 9
FIGURE 3 – 2017 AM PEAK HOUR BACKGROUND TRAFFIC VOLUMES ....................................................... 13
FIGURE 4 – 2017 PM PEAK HOUR BACKGROUND TRAFFIC VOLUMES ....................................................... 14
FIGURE 5 – 2019 PM PEAK HOUR BACKGROUND TRAFFIC VOLUMES ....................................................... 15
FIGURE 6 – 2023 PM PEAK HOUR BACKGROUND TRAFFIC VOLUMES ....................................................... 16
FIGURE 7 – 2019 BUILD-OUT PM PEAK HOUR DEVELOPMENT TRIPS ........................................................ 19
FIGURE 8 – FULL BUILD-OUT PM PEAK HOUR DEVELOPMENT TRIPS ......................................................... 20
FIGURE 9 – 2019 PM PEAK HOUR BUILD TRAFFIC VOLUMES – PHASE 1 .................................................... 21
FIGURE 10 – 2023 PM PEAK HOUR BUILD TRAFFIC VOLUMES – PHASE 2 .................................................. 22
FIGURE 11 – 2034 PM PEAK HOUR BACKGROUND TRAFFIC VOLUMES ..................................................... 37
FIGURE 12 – E-1 ZONING PM PEAK HOUR DEVELOPMENT TRIPS .............................................................. 38
FIGURE 13 – 2034 PM PEAK HOUR BUILD TRAFFIC VOLUMES – E-1 ZONING ............................................ 39
FIGURE 14 – 2034 PM PEAK HOUR BUILD TRAFFIC VOLUMES – TRIP CAP ................................................. 43
LIST OF APPENDICES
APPENDIX A: SITE PLAN
APPENDIX B: SCOPE OF WORK
APPENDIX C: CRASH DATA
APPENDIX D: TRAFFIC COUNTS
APPENDIX E: TRAFFIC VOLUME ADJUSTMENTS
APPENDIX F: 2017 SYNCHRO OUTPUT
APPENDIX G: 2019 SYNCHRO OUTPUT
APPENDIX H: 2023 SYNCHRO OUTPUT
APPENDIX I: 2017 QUEUING ANALYSIS
APPENDIX J: 2017 QUEUING ANALYSIS
APPENDIX K: 2023 QUEUING ANALYSIS
APPENDIX L: 2034 SYNCHRO ANALYSIS
5 South Ashland Business Park TPR Analysis January 5, 2018
BACKGROUND
1.1 SITE INFORMATION
This report describes the traffic analysis and findings for the development and zone change of Tax Lot
2800 of Assessor’s Map 391E14AB located on Washington Street in Ashland, Oregon. Figure 1 illustrates
the site location. The property is currently zoned Rural Residential (5 acre) minimum (RR-5) by Jackson
County.
The applicant will be requesting a zone change to support the annexation, therefore the traffic study will
require analysis/findings consistent with the Transportation Planning Rule (TPR), Statewide Planning
Rule Goal 12, OAR 660-12-0060 requirements.
The proposed development will be a business park consisting of approximately 72,606 square feet of
light industrial building/office and one two-bedroom apartment1. The proposed development is
anticipated to generate 112 PM peak hour trips. As such, the development triggers a Traffic Impact
Analysis as per City of Ashland TIA requirements. Appendix A includes the preliminary site plan.
The development is expected to be completed in multiple phases. It is anticipated that current market
demand exists for approximately two-thirds of the project in the short-to-medium term. Thus, impacts
are evaluated at two-thirds completion and final completion. At these two stages in the development
there is the potential for cumulative impacts of the development trips on the adjacent intersections to
warrant an evaluation.
1.2 SCOPE OF ANALYSIS
The traffic study is performed in accordance with City of Ashland and ODOT Traffic Impact Analysis
standards and criteria. The Scope of Work was coordinated by Sandow Engineering, the City of Ashland,
and ODOT to establish evaluation criteria for off-site impacts at the following locations and time periods.
The traffic impacts are evaluated for the weekday PM time period between 4:00 PM to 6:00 PM at
locations within the City of Ashland’s jurisdiction and from 3:30 PM to 6:30 PM at locations within
ODOT’s jurisdiction. The intersections included in the analysis are as follows:
• Ashland Street @ Walker Avenue (City - TPR Only)
• Ashland Street @ Normal Avenue (City - TPR Only)
• Ashland Street @ Tolman Creek Road (ODOT)
• Ashland Street @ Washington Street (ODOT)
• Ashland Street @ Southbound I-5 Ramps (ODOT)
• Ashland Street @ Northbound I-5 Ramps (ODOT)
• Tolman Creek Road @ Independent Way (City - Future)
1 A “watchman or managers” apartment until accessory to the business park use.
6 South Ashland Business Park TPR Analysis January 5, 2018
• Washington Street @ Independent Way (City - Future)
• Washington Street @ Site Driveway (City)
The operational analysis is performed at the studied intersections during the weekday PM peak hour of
the system for the existing year (year 2017), at two-thirds site completion (year 2019) with and without
the proposed development, final completion (year 2023) with and without the proposed development,
and for the 20-year planning horizon (year 2034) with and without the proposed zone change. Year 2034
is the current planning horizon for the City of Ashland Transportation System Plan (TSP) and therefore is
the 20-year planning horizon to be considered for the TPR Analysis. The scope of work is included in
Appendix B.
South Ashland Business Park, Ashland, Oregon Figure 1: Site Location and Vicinity Map
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8 South Ashland Business Park TPR Analysis January 5, 2018
EXISTING ROADWAY CONDITIONS
2.1 STREET NETWORK
Streets included within the study are Ashland Street, Washington Street, Tolman Creek Road, Normal
Avenue, Walker Avenue, and the future Independent Way. The City of Ashland’s functional classification
system uses “Boulevards” as the street classification intended to serve the highest travel demands and
“Avenues” as the next highest classification. The project site abuts Washington Street. Ashland Street is
a Boulevard which serves as a main east-west route between the interstate and downtown Ashland.
Washington Street is an Avenue that serves as access to surrounding industrial businesses. Tolman
Creek Road is a Boulevard south of Ashland Street and Avenue to the north. Tolman Creek Road is a
main north-south route that serves residential and commercial properties in the surrounding area.
Normal Avenue is an Avenue that serves surrounding residences and connects Ashland Street to Siskiyou
Boulevard (Hwy 99) to the south. Walker Avenue is an Avenue that serves surrounding residences,
commercial, and a portion of Southern Oregon University and connects Ashland Street to Siskiyou
Boulevard (Hwy 99) to the south. Table 1 illustrates the roadway characteristics within the study area.
TABLE 1: ROADWAY CHARACTERISTICS WITHIN STUDY AREA
Characteris�c
Ashland
Street
Washington
Street
Tolman Creek
Road
Normal
Avenue
Walker
Avenue
Func�onal
Classifica�on
District
Highway/
Boulevard
Avenue Boulevard/
Avenue Avenue Avenue
Posted Speed 30/35 mph 25 mph
(unposted) 25 mph 25 mph
(unposted) 25 mph
Lanes per
Direc�on 2 1 1 1 1
Center Le�
Turn Lane Yes None None None None
Restric�ons in
the Median Intermitent None None None None
Bikes Lanes
Present Yes None Yes None Yes
Sidewalks
Present Yes
East/North-Yes
South-
Intermitent
Yes
East Side – Yes
West Side -
None
Yes
Transit Route Yes None Yes None None
On-Street
Parking None Yes Yes Yes North of
Ashland Street
Figure 2 illustrates the study area intersection locations, intersection geometry, and access control.
South Ashland Business Park, Ashland, Oregon Figure 2: Intersection Controland Lane Configuration
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1: Ashland St @ Walker Ave 2: Ashland St @ Normal Ave 3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
IndependentWay
8: Washington St @
Independent Way 9: Washington St @ Site Driveway
STOP
STOP
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10 South Ashland Business Park TPR Analysis January 5, 2018
2.2 CRASH ANALYSIS
A crash investigation was performed for the study area intersections. The analysis investigates crashes
that have been reported to the state for the most recent 5 years of data available, 1/1/2011-
12/31/2015, to determine a crash rate in crashes per million vehicles on the roadway and the types of
crashes that occurred. Year 2016 data is preliminary and does not include property damage, only
crashes, therefore was not included in the analysis. The crash rate is compared to the statewide 90th
percentile intersection crash rate as there are not enough intersections to create a reference population
for the HSM Critical Crash rate methodology. If the calculated crash rate exceeds the statewide 90th
percentile intersection crash rate or there is a high percentage of a certain crash type, the location is
investigated for further mitigation measures. The 90th % crash rate for 4-way signalized intersections is
0.860, and 0.293 for stop controlled “T” intersections. Crash data was provided by ODOT for the study
area and is included in Appendix C. The results of the crash analysis are provided in Table 2.
TABLE 2: INTERSECTION CRASH RATES
Loca�on
Number
of
Crashes
Types of Crashes
ADT Crash Rate*
90th %
crash rate Head Rear Side Turn Other
Pedestrian/
Bike
Ashland St @
SB I-5 Ramp 0** 0 0 0 0 0 0 19,640 0.00** 0.860
Ashland St @
NB I-5 Ramp 0** 0 0 0 0 0 0 16,940 0.00** 0.860
Ashland St @
Washington St 1 0 1 0 0 0 0 17,650 0.00 0.293
Ashland St @
Tolman Creek
Rd
8 0 3 0 3 2 0 22,140 0.20 0.860
*(crashes/million entering vehicles)
** Intersections were recently updated and signalized in 2012. No crashes reported from 2012 to 2015.
It should be noted that the intersections of Ashland Street with the I-5 ramps were recently updated in
2012 with traffic signals. This substantial change to intersection operations mean that historic crash data
will not reflect existing conditions. As such, crash data from the Ashland Street and I-5 ramp
intersections was limited to the time frame after the signal update was completed. The ODOT Crash
reports show no crashes at these intersections for the time period evaluated.
As illustrated in Table 2, all of the studied intersections have a crash rate lower than the statewide 90th
percentile crash rate. The intersections do not meet the threshold for requiring mitigation. Additionally,
the types and frequency of crashes are typical of those found at intersections with similar configurations
and control.
11 South Ashland Business Park TPR Analysis January 5, 2018
BACKGROUND TRAFFIC VOLUMES
3.1 INTERSECTION COUNTS
As part of the analysis, weekday PM peak hour turning movement counts were collected at the study
intersections. The traffic counts were performed for the 3:30 PM to 6:30 PM peak period at ODOT
intersections and the 4:00PM to 6:00PM peak period at Ashland Intersections. AM traffic counts were
taken at ODOT intersections for the purpose of verifying the peak hour of the system. Figure 3 includes
the AM traffic volumes. Figure 4 includes the PM peak hour traffic volumes. The PM peak hour traffic
volumes on the system total 10,549 (combined total of all ODOT intersections). The AM peak hour traffic
volumes on the system total 5,978 (combine total of all ODOT intersections). The PM peak hour traffic
volumes are nearly twice as high as the AM peak hour. As per coordination with ODOT, an AM analysis is
not necessary since the PM is clearly the peak hour of the day.
Table 3 provides the count date for each intersection and the traffic volumes are included in Appendix
D.
TABLE 3: TRAFFIC COUNT SUMMARY
Intersec�on Count Date Count Type Jurisdic�on
Ashland Street @ I-5 Northbound Ramps 6/7/2017 3 hr ODOT
Ashland Street @ I-5 Southbound Ramps 6/7/2017 3 hr ODOT
Ashland Street @ Washington Street 6/7/2017 3 hr ODOT
Ashland Street @ Tolman Creek Road 6/7/2017 3 hr ODOT
Ashland Street @ Normal Avenue 9/20/2016 2 hr City
Ashland Street @ Walker Avenue 9/22/2016 2 hr City
Washington Street @ Independence Way (Future) 6/7/2017 2 hr City
3.2 SEASONAL ADJUSTMENT
Application of seasonal adjustment factors account for the fact that through volumes along State
Highways and recreational routes tend to fluctuate from month to month due to changes in recreational
behavior, etc. Monthly volume variations for routes with recreational traffic show much higher seasonal
peaking than for routes with predominantly intercity traffic. All traffic counts were taken on a typical
Southern Oregon University day to account for university traffic.
The traffic volumes were seasonally adjusted using rates included in the ODOT Seasonal Trend Table.
The nearest Automatic Traffic Recorders are along Interstate-5 and Highway 99 outside of the city.
Therefore, they are not representative of the study area. The seasonal factor for the commuter trend
was determined to be the appropriate factor for this section of Ashland St. The seasonal adjustment
calculation is included in Appendix E.
12 South Ashland Business Park TPR Analysis January 5, 2018
3.3 FUTURE YEAR BACKGROUND VOLUMES
The analysis evaluates the traffic conditions for the years 2019, 2023 and 2034. Therefore, existing
traffic volumes are “grown” to represent the future conditions. The growth rates for intersections in the
area were determined from the City of Ashland Transportation System Plan (TSP). Base level and future
traffic volumes were used to determine a linear growth rate for the study area intersection turning
movements.
3.4 BACKGROUND VOLUMES
Independent way is anticipated to be completed prior to completion of Phase 1 (year 2019). The
Independent Way connection will provide alternate routing for vehicles in the area. The years 2019,
2023, and 2034 traffic volumes were adjusted to account for this connection. The adjustment followed
the same travel patterns within the Southern Oregon Transportation Engineering IPCO Site Expansion
and Independent Way Street Connection TIA dated November 11th, 2013.
Additionally, the approved but not completed IPCO development was included as pipeline trips in the
background and no build conditions. Resulting background traffic volumes are included in Appendix E.
The background traffic volumes are illustrated in Figure 5 for year 2019, Figure 6 for year 2023, and
Figure 7 for year 2024.
South Ashland Business Park, Ashland, Oregon Figure 3: 2017 AM Peak HourBackground Traffic Volumes
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9: Washington St @ Site Driveway
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South Ashland Business Park, Ashland, Oregon Figure 4: 2017 PM Peak HourBackground Traffic Volumes
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4: Ashland St @ Washington St
9: Washington St @ Site Driveway
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South Ashland Business Park, Ashland, Oregon Figure 5: 2019 PM Peak HourBackground Traffic Volumes
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7: Tolman Creek Rd @
Independent Way
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South Ashland Business Park, Ashland, Oregon Figure 6: 2023 PM Peak HourBackground Traffic Volumes
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1: Ashland St @ Walker Ave 2: Ashland St @ Normal Ave 3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
Independent Way
8: Washington St @
Independent Way 9: Washington St @ Site Driveway
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119
0
12047966
83694
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736316
2
1963755
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10
2
10
1
19
8
10081072
6311
0
64
1 2 3 4 5 6
7 8 9
17 South Ashland Business Park TPR Analysis January 5, 2018
DEVELOPMENT ANALYSIS
4.1 TRIP GENERATION
The proposed development is 72,606 square feet of light industrial building/office flex space and one
two-bedroom apartment. The development will be completed in multiple phases. However, potential
cumulative impacts are not anticipated to be significant enough to warrant an evaluation until two-
thirds completion (48,404 sf). Impacts are evaluated at two-thirds completion and full-build out of the
development.
The ITE Trip Generation Manual 9th Edition was used to estimate development trips. The ITE land use
770-Business Park was determined to most closely match the proposed use of the site.
The associated traffic generation for the proposed development is illustrated in Table 4.
TABLE 4: PM PEAK HOUR PROPOSED DEVELOPMENT TRIP GENERATION
ITE Land Use Size Units
PM Peak Hour Trip Genera�on
In Out Rate Trips
770 – Business Park 72.61 KSF GFA Ln(T) = 0.90 * Ln(X) + 0.85 111 29
(26%)
82
(74%)
220 – Apartment 1 Dwelling Units 0.62 1 1
(65%)
0
(35%)
Total 112 30 82
Frist Two-Thirds of Development (48,404 sf) 74 20 54
Final Third of Development (24,202 sf) 38 10 28
As demonstrated in the table above, full-build out of the proposed development is expected to
generate approximately 112 trips during the PM peak hour.
4.2 TRIP DISTRIBUTION
The development trips were distributed though the study area network using the existing observed
travel patterns as a base with modifications as per reasonable origins and destinations.
Trip distribution patterns:
• 30% to/from the west via Ashland Street (OR 66)
• 40% to/from the north via I-5
• 9% to/from the south via I-5
• 18% to/from the south via Tolman Creek Road
• 3% to/from nearby streets
The trip distribution is illustrated in Figure 7 for the year 2019 and Figure 8 for the year 2023.
18 South Ashland Business Park TPR Analysis January 5, 2018
4.3 BUILD-OUT TRAFFIC VOLUMES
The development trips for Phase 1 and Phase 2 are added to background traffic volumes to determine
the traffic volumes after completion. Figure 9 illustrates the year 2019 build-out traffic volumes, and
Figure 10 illustrates the year 2023 built-out traffic volumes.
South Ashland Business Park, Ashland, Oregon Figure 7: 2019 Build-Out PM Peak HourDevelopment Trips
I
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t
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s
t
a
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3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
Independent Way
8: Washington St @
Independent Way 9: Washington St @ Site Driveway
1611
03
03 2727
06
014
01
100
211
010
027
04
20
225
800
000
1420
042
010
00
540
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1 2 3 4 5 6
7 8 9
South Ashland Business Park, Ashland, Oregon Figure 8: Full Build-Out PM Peak HourDevelopment Trips
I
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t
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s
t
a
t
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5
Sisk
i
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B
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(H
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3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
Independent Way
8: Washington St @
Independent Way 9: Washington St @ Site Driveway
2417
04
05 4141
09
021
01
200
321
015
041
06
30
338
1200
000
2130
064
010
00
820
030
1 2 3 4 5 6
7 8 9
South Ashland Business Park, Ashland, Oregon Figure 9: 2019 PM Peak HourBuild Traffic Volumes - Phase 1
I
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t
e
r
s
t
a
t
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5
Sisk
i
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o
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B
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(H
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3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
Independent Way
8: Washington St @
Independent Way 9: Washington St @ Site Driveway
6130
35
013
37
4
14
5446
2214
2334
281296
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11
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1
9173968
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8
61
140
540
520
1 2 3 4 5 6
7 8 9
South Ashland Business Park, Ashland, Oregon Figure 10: 2023 PM Peak HourBuild Traffic Volumes - Phase 2
I
n
t
e
r
s
t
a
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5
Sisk
i
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d
3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
Independent Way
8: Washington St @
Independent Way 9: Washington St @ Site Driveway
7137
37
715
40
3
17
7062
2318
2442
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820
630
1 2 3 4 5 6
7 8 9
23 South Ashland Business Park TPR Analysis January 5, 2018
4.4 PERFORMANCE MEASURES
The studied intersections were evaluated for Level of Service (LOS) and volume to capacity (V/C). LOS is
defined by the Highway Capacity Manual (HCM). LOS is a concept developed to quantify the degree of
comfort (including such elements as travel time, number of stops, total amount of stopped delay, and
impediments caused by other vehicles) afforded to drivers as they travel though an intersection or along
a roadway segment. It was developed to quantify the quality of service of transportation facilities.
LOS is based on average delay, defined as the average total elapsed time from when a vehicle stops at
the end of a queue until the vehicle departs from the stop line. Average delay is measured in seconds
per vehicle per hour and then translated into a grade or “level of service” for each intersection. LOS
ranges from A to F, with A indicating the most desirable condition and F indicating the most
unsatisfactory condition.
For Ashland, a LOS D or better, is considered to be acceptable operations. The LOS criteria, as defined by
the Highway Capacity Manual, for intersections is provided in Table 5.
TABLE 5: HCM LEVEL OF SERVICE FOR INTERSECTIONS
Level of Service
Stopped Delay Per Vehicle
(Seconds per Vehicle)
Unsignalized Intersec�ons Signalized Intersec�ons
A ≤ 10.0 ≤ 10
B > 10.0 and ≤ 15.0 > 10 and ≤ 20
C > 15.0 and ≤ 25.0 > 20 and ≤ 35
D > 25.0 and ≤ 35.0 > 35 and ≤ 55
E > 35.0 and ≤ 50.0 > 55 and ≤ 80
F > 50.0 > 80
The volume-to-capacity ratio describes the capability of an intersection to meet volume demand based
upon the maximum number of vehicles that could be served in an hour. V/C is the threshold for which
ODOT evaluates the operation of intersections, as defined by the 1999 Oregon Highway Plan. V/C
thresholds are defined based on roadway classification and speed. Ashland Street is a District Level
Highway and is within a Metropolitan Planning Organization (MPO). The maximum v/c threshold for
Ashland Street is 0.95. Policy 1F of the Oregon Highway plan defines a v/c for a ramp terminal as 0.85,
therefore this standard applies to the signalized intersections of Ashland Street at the I-5 Northbound
and Southbound ramps.
Table 6 illustrates the mobility standards for the studied intersections.
24 South Ashland Business Park TPR Analysis January 5, 2018
TABLE 6: STUDY AREA MOBILITY STANDARDS
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS
Ashland Street @ I-5 Northbound Ramps ODOT 0.85
Ashland Street @ I-5 Southbound Ramps ODOT 0.85
Ashland Street @ Washington Street ODOT 0.95
Ashland Street @ Tolman Creek Road ODOT 0.95
Washington Street @ Site Driveway (Future) City D
Washington Street @ Independent Way (Future) City D
Tolman Creek Road @ Independent Way (Future) City D
4.5 INTERSECTION ANALYSIS RESULTS - 2017
A performance analysis was conducted for the studied intersections for the year 2017 existing condition
during the PM peak hour. The results of the analysis are illustrated in Table 7. The SYNCHRO outputs are
provided in Appendix F.
TABLE 7: INTERSECTION PERFORMANCE: YEAR 2017 PM PEAK HOUR
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS 2017 Background
Ashland Street @ I-5 Northbound Ramps ODOT 0.85 0.73
Ashland Street @ I-5 Southbound Ramps ODOT 0.85 0.85
Ashland Street @ Washington Street ODOT 0.95 0.19*
Ashland Street @ Tolman Creek Road ODOT 0.95 0.79
*results for stop controlled intersections are reported for the critical approach only.
As illustrated in Table 7, all of the studied intersections operate at or better than the mobility standard
in existing conditions. The intersection of Ashland Street at I-5 Southbound Ramps is operating right at
the acceptable v/c ratio.
4.6 INTERSECTION ANALYSIS RESULTS – 2019
A performance analysis was conducted for the studied intersections for the year 2019 background
condition and development scenario during the PM peak hour. The results of the analysis are illustrated
in Table 8. The SYNCHRO outputs are provided in Appendix G.
25 South Ashland Business Park TPR Analysis January 5, 2018
TABLE 8: INTERSECTION PERFORMANCE: YEAR 2019 PM PEAK HOUR
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS
2019
Background*
2019 With
Phase 1
Ashland Street @ I-5 Northbound
Ramps ODOT 0.85 0.79 0.81
Ashland Street @ I-5 Southbound
Ramps ODOT 0.85 0.85 0.85
Ashland Street @ Washington Street ODOT 0.95 0.12* 0.18*
Ashland Street @ Tolman Creek
Road ODOT 0.95 0.82 0.83
Tolman Creek @ Independent Way City D B* B*
Washington Street @ Independent
Way City D A* A*
Washington Street @ Site Driveway City D A* A*
*results for stop controlled intersections are reported for the critical approach only.
As illustrated in Table 8, all of the studied intersections operate at or better than the mobility standard
in the year 2019 PM peak hour background and build conditions. The intersection of Ashland Street at I-
5 Southbound Ramps is operating right at the acceptable v/c ratio. The addition of development trips to
this intersection does no worsen the v/c ratio to below the mobility standard.
4.7 INTERSECTION ANALYSIS RESULTS – 2023
A performance analysis was conducted for the studied intersections for the year 2023 background
condition and development scenario during the PM peak hour. The results of the analysis are illustrated
in Table 9. The SYNCHRO outputs are provided in Appendix H.
TABLE 9: INTERSECTION PERFORMANCE: YEAR 2023 PM PEAK HOUR
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS
2023
Background
2023 With
Phase 1 and
Phase 2
Ashland Street @ I-5 Northbound
Ramps ODOT 0.85 0.71 0.74
Ashland Street @ I-5 Southbound
Ramps ODOT 0.85 0.88 0.88
Ashland Street @ Washington
Street ODOT 0.95 0.15* 0.24*
Ashland Street @ Tolman Creek
Road ODOT 0.95 0.77 0.77
Tolman Creek @ Independent Way City D B* B*
Washington Street @
Independent Way City D A* A*
26 South Ashland Business Park TPR Analysis January 5, 2018
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS
2023
Background
2023 With
Phase 1 and
Phase 2
Washington Street @ Site
Driveway City D A* A*
*results for stop controlled intersections are reported for the critical approach only.
As illustrated in Table 9, all of the studied intersections operate at or better than the mobility standard
in the year 2023 PM peak hour background and build conditions with the exception of Ashland Street at
the I-5 Southbound ramps. The intersection is projected to not meet mobility standards in the
background conditions. The development traffic is not projected to worsen the operation beyond the
background conditions.
ODOT standard procedures for analysis is to apply default parameters for items as peak hour factors for
analysis that is performed for 5 years or more into the future. This will sometimes result in the
intersection v/c shown to be improved between just prior to and after the 5-year period. This is the case
for the signalized intersections of Ashland @ I-5 northbound ramps and Ashland @ Tolman Creek. The
peak hour factors were increased to 0.95 as per the ODOT Analysis Procedures Manual, resulting in an
improved v/c result. Additionally, it is not uncommon for intersections to have improved v/c ratios as
conditions become more congested. Typically signal timing an driver behavior changes making the
intersection operate more efficiently and allow more vehicles through per cycle.
4.8 INTERSECTION QUEUING ANALYSIS RESULTS - YEAR 2017
A queuing analysis was performed following procedures within the Highway Capacity Manual and
implemented within SimTraffic 8. SimTraffic, a micro simulation software, evaluates traffic operations as
a network and provides queuing estimates. The Average and 95th Percentile queues for the year 2017
PM peak hour existing conditions are included in Table 10. The outputs are included in Appendix I.
27 South Ashland Business Park TPR Analysis January 5, 2018
TABLE 10: INTERSECTION QUEUING: YEAR 2017 PM PEAK HOUR
Intersection Approach
Storage
(Feet)
2017 Average Queue
Length (feet)
2017 95th Queue
Length (feet)
Tolman Creek Rd &
Ashland St
EB L TWLTL 100 200
EB T 500+ 250 400
EB TR 500+ 200 350
WB L TWLTL 150 200
WB T 500+ 150 300
WB TR 500+ 150 250
NB L 100 75 150
NB TR 500+ 175 300
SB L 100 75 125
SB TR 500+ 100 175
Washington St & Ashland St
EB T 650 50 225
EB TR 650 25 125
WB L 1075 50 75
WB T 650 0 25
WB T 335 0 0
NB L 250+ 50 100
NB R 75 50 75
I-5 SB Ramp & Ashland St
EB T 400 225 400
EB R 400 25 100
WB L 150 25 50
WB T 425 50 125
SB LT 1000 125 250
SB R 100 150 250
I-5 NB Ramp & Ashland St
EB L 150 200 325
EB T 425 125 400
WB T 385 100 175
WB R 385 75 125
NB LT 775 25 75
NB R 185 25 50
EB = Eastbound, WB = Westbound, NB = Northbound, SB = Southbound, U=U-Turn,L = Left, T = Thru, R = Right
Table 10 illustrateds that the existing storage lengths are not exceed with the exception of the
Eastbound Left Turn at the I-5 Northbound Ramp. The queuing can be improved with extended green
time for this approach.
28 South Ashland Business Park TPR Analysis January 5, 2018
4.9 INTERSECTION QUEUING ANALYSIS RESULTS - YEAR 2019
A queuing analysis was performed following procedures within the Highway Capacity Manual and
implemented within SimTraffic 8. SimTraffic, a micro simulation software, evaluates traffic operations as
a network and provides queuing estimates. The Average and 95th Percentile queues for the year 2019
PM peak hour with and without the proposed development scenario are included in Table 11. The
outputs are included in Appendix J.
TABLE 11: INTERSECTION QUEUING: YEAR 2019 PM PEAK HOUR
Intersection Approach
Storage
(Feet)
2019 Background
Queue Length (feet)
2019 Build Queue
Length (feet)
Average 95th Average 95th
Tolman Creek Rd &
Ashland St
EB L TWLTL 125 225 125 225
EB T 500+ 350 625 300 450
EB TR 500+ 275 550 225 375
WB L TWLTL 150 200 150 200
WB T 500+ 175 325 175 325
WB TR 500+ 150 250 175 275
NB L 100 100 200 125 225
NB TR 500+ 250 500 250 475
SB L 100 75 150 75 150
SB TR 500+ 125 225 125 225
Washington St & Ashland St
EB T 650 275 675 250 600
EB TR 650 150 550 75 375
WB L 1075 50 100 50 100
WB T 650 0 0 0 50
NB L 250+ 125 350 175 500
NB R 75 75 125 75 125
I-5 SB Ramp & Ashland St
EB T 400 300 425 300 425
EB R 400 25 75 25 100
WB L 150 25 75 25 75
WB T 425 75 175 75 175
SB LT 1000 150 300 150 350
SB R 100 150 275 175 275
29 South Ashland Business Park TPR Analysis January 5, 2018
Intersection Approach
Storage
(Feet)
2019 Background
Queue Length (feet)
2019 Build Queue
Length (feet)
Average 95th Average 95th
I-5 NB Ramp & Ashland St
EB L 150 225 350 225 325
EB T 425 200 500 175 475
WB T 385 100 175 100 175
WB R 385 75 125 75 125
NB LT 775 25 75 25 75
NB R 185 25 75 25 75
Tolman Creek Rd &
Independent Way
WB LR 125 50 75 50 75
NB TR 500 0 0 0 25
SB LT 500 25 50 25 50
Washington St &
Independent Way
EB LR 150 25 50 25 50
WB LT 125 0 25 0 25
Site Driveway & Washington
St
WB LT 250+ 0 0 0 25
NB LR 75 N/A N/A 25 50
EB = Eastbound, WB = Westbound, NB = Northbound, SB = Southbound, U=U-Turn, L = Left, T = Thru, R = Right
As illustrated in Table 11, the added development traffic is not anticipated to significantly increase
queuing conditions in the future year.
4.10 INTERSECTION QUEUING ANALYSIS RESULTS - YEAR 2023
A queuing analysis was performed following procedures within the Highway Capacity Manual and
implemented within SimTraffic 8. SimTraffic, a micro simulation software, evaluates traffic operations as
a network and provides queuing estimates. The Average and 95th Percentile queues for the year 2023
PM peak hour with and without the proposed development scenario are included in Table 12. The
outputs are included in Appendix K.
30 South Ashland Business Park TPR Analysis January 5, 2018
TABLE 12: INTERSECTION QUEUING: YEAR 2023 PM PEAK HOUR
Intersection Approach
Storage
(Feet)
2023 Background
Queue Length (feet)
2023 Build Queue
Length (feet)
Average 95th Average 95th
Tolman Creek Rd &
Ashland St
EB L TWLTL 125 225 125 250
EB T 500+ 250 400 375 650
EB TR 500+ 200 350 300 575
WB L TWLTL 125 200 150 200
WB T 500+ 150 250 150 275
WB TR 500+ 125 225 150 225
NB L 100 100 175 125 200
NB TR 500+ 150 275 200 350
SB L 100 50 100 75 125
SB TR 500+ 100 175 125 200
Washington St & Ashland St
EB T 650 300 625 475 825
EB TR 650 100 425 325 800
WB L 1075 50 100 50 100
WB T 650 0 25 0 25
NB L 250+ 150 425 550 800
NB R 75 75 125 100 100
I-5 SB Ramp & Ashland St
EB T 400 325 400 350 350
EB R 400 25 100 25 125
WB L 150 25 75 25 50
WB T 425 75 200 75 200
SB LT 1000 100 225 100 200
SB R 100 125 250 150 225
I-5 NB Ramp & Ashland St
EB L 150 175 300 175 300
EB T 425 100 300 75 200
WB T 385 125 225 125 250
WB R 385 100 175 100 175
NB LT 775 25 75 25 75
NB R 185 25 75 25 75
Tolman Creek Rd &
Independent Way
WB LR 125 50 75 50 100
NB TR 500 0 0 0 0
SB LT 500 25 50 25 200
31 South Ashland Business Park TPR Analysis January 5, 2018
Intersection Approach
Storage
(Feet)
2023 Background
Queue Length (feet)
2023 Build Queue
Length (feet)
Average 95th Average 95th
Washington St &
Independent Way
EB LR 150 25 50 200 500
WB LT 125 0 25 125 275
Site Driveway & Washington
Street
WB LT 250+ 0 0 25 50
NB LR 75 N/A N/A 75 175
EB = Eastbound, WB = Westbound, NB = Northbound, SB = Southbound, U=U-Turn, L = Left, T = Thru, R = Right
As illustrated in Table 12, the added development traffic is not anticipated to significantly increase
queuing conditions in the future year.
WASHINGTON STREET CROSS-SECTION RECOMMENDATION
In addition to completing a traffic analysis, the development is responsible for improving the
Washington Street frontage along the site. The following discussed the operation of Washington Street
and the proposed cross section.
ROADWAY CHARACTERISTICS:
Washington Street is designated as an Avenue within the City of Ashland roadway functional
classification. The TSP has identified Washington Avenue as a street with a modified cross section as
there are right of way restrictions. As such, the appropriate cross section is determined based on the
right of way, goals and objectives of the city’s functional classification, existing and future land uses,
street characteristics, and safety for all users.
Street Classification: As per the City of Ashland Transportation System Plan (TSP) Washington Street
functionally classified an Avenue. As per the City of Ashland “A Handbook for Planning and Designing
Streets” an Avenue should “provide concentrated pedestrian, bicycle, and motor vehicle access” and the
“Design should provide an environment where walking, bicycling, using transit, and driving are equally
convenient”. Therefore, the street cross section needs to provide safe and efficient bicycling,
pedestrian, and vehicle amenities.
Surrounding Land Uses: Washington Street for its entirety has been developed with a mix of office,
commercial, and light industrial uses. There is a significant amount vacant land in the area with the
potential to develop with similar land uses. The City Ashland TSP has identified the area to develop and
add an additional 324 employees by the year 2034. Additionally, there is the future potential to connect
Washington Street south to Benson Way, and to provide a future connection across the railroad tracks
to the Croman Mill District redevelopment area.
32 South Ashland Business Park TPR Analysis January 5, 2018
The Washington Street connection to the south will occur with future development. The timing of the
connection is unknown; however, the connection has the potential to increase traffic on Washington
Street and should be taken into consideration. This connection will provide a more direct route for users
of businesses along the Washington Street and Benson Way, i.e. drivers from Ashland Blvd with
destination on Benson Way will likely find the new connection a more direct and better route to take.
However, due to the travel speed, and horizontal curvature it is not anticipated that this connection will
result in a significant amount of cut through traffic. Users between Ashland St and Siskiyou Blvd. or
Crowson Road will find the use of Tolman Creek Road a significantly faster and easier route to travel,
therefore minimizing cut through traffic on Washington Street.
The Croman Mill District plan and Ashland TSP have identified a railroad crossing from Washington
Street to the redevelopment area. This at grade crossing will be development driven and has no
identified timeline for completion. As with the Washington St/Benson Way connection there will likely
be some increase in traffic to Washington Street for users accessing businesses between these two
areas but it is anticipated that there will be minimal cut through traffic as this route has a longer travel
distance and length between Siskiyou Boulevard and Ashland St.
Street Characteristics:
Traffic Volumes:
• The existing average daily traffic is estimated from recent PM peak hour traffic volumes.
Washington Street east of Jefferson Avenue has an ADT of 325 vehicles. Washington Street
west of Jefferson Avenue has an ADT of 1,205 vehicles
• The TSP estimates the area between Ashland St, Tolman Creek Rd, I-5 and the north edge of
Benson Way will expand to include additional 325 employees. The TSP estimates the area
along Benson Way to Crowson Road will increase by 29 employees. This area is anticipated
to increase traffic volumes between 1,500 and 2,000 ADT.
• Sandow Engineering estimates Washington Street east of Jefferson Avenue will have an
increase in ADT of 750-1000 vehicles by the year 2034.
Roadway Speed:
• Roadway Speed is not posed however, a comfortable driving speed given the horizontal
curvature is 25 mph.
Street Usage:
• The area surrounding Washington Street will be developed with a mix of office and light
industrial uses. The uses are anticipated to frequently have a mix of larger vehicles such as
signal unit trucks and larger.
• Tolman Creek will connect Washington Street to Central Bike Path and other neighborhood
center through the Independence Way connection. Additionally, Tolman Creek Road will be
33 South Ashland Business Park TPR Analysis January 5, 2018
improved to include more pedestrian friendly amenities, providing employees and visitors to
Washington Street businesses with a future safer bicycle and pedestrian network.
CROSS-SECTION RECOMMENDATION:
CSA Planning provided cross section alternatives in a memo dated January 15, 2018. The alternatives are
Option A with two 10’ travel lanes and a 10’ multi use path; Option B which is a half-street improvement
with two 10’ travel lanes, a bike lane, a curb and gutter and sidewalk; and Option C which is the City
standard cross-section for Avenue. Each cross-section scenario was evaluated, and it was determined
that the proposed cross-sections will provide safe and adequate transportation facilities for all roadway
users for the current and future traffic scenarios.
DEVELOPMENT SCENARIOS FINDINGS
As demonstrated in the above sections, the proposed development of approximately two-thirds of the
South Ashland Business Park will not reduce the performance of any intersection to below the mobility
standard. Further the development traffic does not significantly increase queuing conditions over the
no-build conditions. Therefore, intersection improvements are not required for the proposed
development.
Additionally, a cross-section recommendation has been made for Washington Street as the City of
Ashland TSP identified the need for a modified cross section as there are right-of-way restrictions. The
recommended cross-section provides safe and efficient bicycling, pedestrian, and vehicle amenities as
required by the City of Ashland’s “A Handbook for Planning and Designing Streets”.
TRANSPORTATION PLANNING RULE ANALYSIS
To be consistent with the Oregon Administrative Rule OAR 660-012-0060, Transportation Planning Rule
(TPR), it must be found that the reasonable worst-case development potential of the E-1 zoning will not
have a significant effect on the adjacent transportation system. This is achieved by evaluating the
impacts from a reasonable “worst-case” development scenario for the allowed uses under the local
code.
7.1 YEAR 2034 BACKGROUND TRAFFIC VOLUMES
The TPR analysis needs to evaluate conditions at the end of the City of Ashland’s Planning Horizon. As
defined in the City of Ashland’s TSP the planning horizon is the year 2034, therefore the conditions need
to be evaluated though the year 2034. The growth rate described in Section 3.3 was used to project the
year 2034 traffic volumes. Figure 11 illustrates the year 2034 background traffic volumes.
7.2 TRIP GENERATION
The reasonable worst-case development potential was determined for both the existing and proposed
zoning. The development Potential trip generation is estimated using the ITE Trip Generation Manual
(9th edition).
34 South Ashland Business Park TPR Analysis January 5, 2018
EXISTING RR-5 DEVELOPMENT POTENTIAL
The reasonable “worst-case” development potential and associated traffic generation for the existing
RR-5 zoning is illustrated in Table 13. These numbers were determined using the following assumptions
and allowed uses under the Jackson County LDO 8.2.
RR-5 Zoning
• Maximum Gross Density 1 unit / 5 acres
TABLE 13: PM PEAK HOUR WORST CASE-TRIP GENERATION RR-5 ZONING
ITE Land Use
Size
(DU)
PM Peak Hour Trip Genera�on
Rate Trips
210 – Single-Family Detached Housing 1 1.0 1
PROPOSED E-1 DEVELOPMENT POTENTIAL
The reasonable “worst-case” development potential and associated traffic generation for the proposed
E-1 zoning is illustrated in Table 14. These numbers were determined using the following assumptions
and allowed uses under Ashland Code.
E-1 Zoning
• Building is 2 stories
• Building area is 32% of site
• 48% of area is drive isles, loading, and parking
• 20% is landscaping, setbacks, pedestrian facilities and storm water
Several land use scenarios were evaluated to determine the highest trip generator allowed by the code.
The following is the calculated building type and square footage that generates the highest traffic.
TABLE 14: PM PEAK HOUR WORST CASE-TRIP GENERATION E-1 ZONING
ITE Land Use
Size
(ksf)
PM Peak Hour Trip Genera�on
Rate Trips
710 – General Office Building 149.99 1.49 223
The above analysis illustrates the following trip generation:
PM
Potential E-1 Zoning 223
Existing RR-5 Zoning 1
Additional Trips 222
35 South Ashland Business Park TPR Analysis January 5, 2018
As illustrated, the proposed zoning has the potential to generate 222 additional PM peak hour
trips. As the proposed zoning generates more traffic than the existing zoning, an intersection
analysis needs to be performed to determine if there are any significant impacts.
7.3 TRIP DISTRIBUTION
The development trips were distributed though the study area network using the existing observed
travel patterns as a base with modifications as per reasonable origins and destinations.
Trip distribution patterns:
• 30% to/from the west via Ashland Street (OR 66)
• 40% to/from the north via I-5
• 9% to/from the south via I-5
• 18% to/from the south via Tolman Creek Road
• 3% to/from nearby streets
The trip distribution is illustrated in Figure 12 for the 223 worst-case E-1 zoning trips.
The level of E-1 development trips trigger the need for an intersection analysis at Ashland Street at
Walker Avenue and Ashland Street at Normal Avenue.
7.4 BUILD-OUT TRAFFIC VOLUMES
The development trips for the E-1 worst case zoning were added to the background traffic volumes to
determine future traffic volumes under a worst-case development scenario with the E-2 zoning. Figure
13 illustrates the year 2034 total traffic volumes.
7.5 INTERSECTION ANALYSIS RESULTS – 2034
A performance analysis was conducted for the studied intersections for the year 2034 background
conditions and with proposed zoning during the PM peak hour. The results of the analysis are illustrated
in Table 14. The SYNCHRO outputs are provided in Appendix L. The intersection mobility standards for
year 2034 are the same as used for the development level analysis (Section 4.1).
TABLE 14: INTERSECTION PERFORMANCE: YEAR 2034 PM PEAK HOUR
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS
2034
Background
2034
with E-1 Zoning
Ashland Street @ I-5 Northbound
Ramps ODOT 0.85 0.90 0.98
Ashland Street @ I-5 Southbound
Ramps ODOT 0.85 1.09 1.10
Ashland Street @ Washington
Street ODOT 0.95 0.32* 0.57*
Ashland Street @ Tolman Creek
Road ODOT 0.95 0.90 0.91
36 South Ashland Business Park TPR Analysis January 5, 2018
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS
2034
Background
2034
with E-1 Zoning
Ashland Street @ Normal Avenue City D F* F*
Ashland Street @ Walker Avenue City D C C
Tolman Creek @ Independent
Way City D C* C*
Washington Street @
Independent Way City D A* B*
Washington Street @ Site
Driveway City D A* A*
*results for stop controlled intersections are reported for the critical approach only.
As illustrated in Table 14 the intersections of Ashland Street at I-5 Northbound Ramps, Ashland Street at
I-5 Southbound Ramps, and Ashland at Normal Avenue are projected to not meet mobility standards at
the end of the planning horizon. With the “worst case” E-1 zoning, the intersections of Ashland Street at
I-5 Northbound Ramps, Ashland Street at I-5 Ramps, and Ashland Street at Normal Avenue continue to
not meet the mobility standard with the I-5 ramps operating worse than the background condition.
South Ashland Business Park, Ashland, Oregon Figure 11: 2034 PM Peak HourBackground Traffic Volumes
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1: Ashland St @ Walker Ave 2: Ashland St @ Normal Ave 3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
Independent Way
8: Washington St @
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South Ashland Business Park, Ashland, Oregon Figure 12: E-1 Zoning PM Peak HourDevelopment Trips
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1: Ashland St @ Walker Ave 2: Ashland St @ Normal Ave 3: Ashland St @ Tolman Creek Rd
4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
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8: Washington St @
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South Ashland Business Park, Ashland, Oregon Figure 13: 2034 PM Peak HourBuild Traffic Volumes - E-1 Zoning
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4: Ashland St @ Washington St 5: Ashland St @ I-5 SB Ramp 6: Ashland St @ I-5 NB Ramp
7: Tolman Creek Rd @
Independent Way
8: Washington St @
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40 South Ashland Business Park TPR Analysis January 5, 2018
TPR MITIGATION
To make findings of “no significant effect”, the worst-case development scenario from the proposed
zone change needs to not reduce the intersection performance to below mobility standards. In
circumstances where an intersection does not meet the mobility standard prior to the zone change
(2034 background conditions) the zone change needs to show “no further degradation” meaning that
conditions with the zone change are to make the intersections no worse.
The following intersections do not meet the mobility standard for the year 2034 conditions with the
proposed zone change:
• Ashland Street at I-5 Northbound Ramps
• Ashland Street at I-5 Southbound Ramps
• Ashland at Normal Avenue
Ashland Street at I-5 Northbound Ramps and I-5 Southbound Ramps: Ashland Street at the I-5
Northbound and Southbound ramp terminals are project to exceed the mobility standard with the
worst-case development scenario. Both intersections are projected to not meet mobility standards in
2034 under the existing zoning. The interchange was recently updated to include signalized intersection
improvements. The City of Ashland TSP identified that the interchange would need two eastbound
through lanes at the southbound ramp signal to have enough capacity to meet mobility standards.
However, the interchange was completed with one through lane. As demonstrated in Section 5, the
southbound ramp terminal is projected to not meet mobility standards under 2034 background
conditions. Improvements to the interchange would be costly and disproportional to the amount of
impact the proposed zone change would have.
Action 1F.5 of the Oregon Highway Plan allows for the placement of a trip cap on a property in lieu of
mitigation to meet the “avoid further degradation” requirement.
The applicant is proposing a trip cap equivalent to the proposed development trip generation. The
proposal is a trip cap of 72,606 square feet of uses allowed within a business park and one apartment
dwelling. Table 15 shows the trip generation for the proposed trip cap.
TABLE 15: TRIP CAP ADT TRIP GENERATION
ITE Land Use Size Units
ADT Trip Genera�on
Rate Trips
770 – Business Park 72.61 KSF GFA 12.44 903
220 – Apartment 1 Dwelling Units 6.65 7
Total 910
The PM peak hour trip generation for the trip cap would be equivalent to that calculated in Table 4 and
illustrated in Figure 8. Figure 14 illustrates 2034 PM peak hour traffic volumes with the proposed trip
cap.
41 South Ashland Business Park TPR Analysis January 5, 2018
The intersections were evaluated with the proposed trip cap. Table 16 illustrates the synchro analysis for
the 2034 PM peak hour traffic volumes with the proposed trip cap. The SYNCHRO outputs are provided
in Appendix L.
TABLE 16: INTERSECTION PERFORMANCE: YEAR 2034 PM PEAK HOUR
Intersec�on Jurisdic�on
Mobility
Standard
V/C, LOS
2034
Background
2034
with E-1
Zoning
2034
with Trip
Cap
Ashland Street @ I-5
Northbound Ramps ODOT 0.85 0.90 0.98 0.90
Ashland Street @ I-5
Southbound Ramps ODOT 0.85 1.09 1.10 1.09
Ashland Street @
Washington Street ODOT 0.95 0.32* 0.57* 0.43*
Ashland Street @ Tolman
Creek Road ODOT 0.95 0.90 0.92 0.91
Ashland Street @ Normal
Avenue City D F* F* N/A
Ashland Street @ Walker
Avenue City D C C N/A
Tolman Creek @
Independent Way City D C* C* C*
Washington Street @
Independent Way City D A* B* B*
Washington Street @ Site
Driveway City D A* A* A*
*results for stop controlled intersections are reported for the critical approach only.
N/A= The intersections of Ashland Street at Normal Avenue and Ashland Street at Walker Avenue have
less than 25 trips added under the proposed trip cap. Therefore, the impacts from the zone change are
considered insignificant and the intersection evaluation is not required or performed.
With the proposed trip cap, all intersections operate better than the mobility standard, or no worse
than the 2034 background conditions. Therefore, a trip cap of one apartment dwelling and 72,606
square feet of development consisting of uses allowed within a business park is shown to meet TPR
compliance of no further degradation to the operation of an already failing intersection.
Additionally, Action 1F.5 of the Oregon Highway Plan (OHP) has made a determination that any
development that creates a “small” increase in traffic is considered to not cause further degradation of
an already failing facility. The OHP defines a small increase as less than 1,001 trips between existing and
proposed zoning on a 5-lane Highway that has less than 25,000 AADT. The ODOT Trans GIS and Traffic
Volume Tables indicate that Ashland Street has about 10,200 AADT. Therefore, if the development is to
trigger no more than 1,001 ADT, TPR findings can be met to show nor further degradation to the ODOT
intersections. The proposed trip cap would generate 910 ADT (as shown in Table 15). The proposed trip
42 South Ashland Business Park TPR Analysis January 5, 2018
cap meets OHP policy of “no further degradation” to intersections which do not meet the mobility
standard in background conditions.
South Ashland Business Park, Ashland, Oregon Figure 14: 2034 PM Peak HourBuild Traffic Volumes - Trip Cap
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44 South Ashland Business Park TPR Analysis January 5, 2018
CONCLUSION
This report describes the traffic analysis and findings for the proposed of a zone change from Rural
Residential to E-1 and the development of 72,606 square feet of business park. The analysis shows
consistency with the City of Ashland and ODOT development criteria and the consistency with the
Transportation Planning Rule (TPR); the Statewide Planning Rule Goal 12, OAR 660-12-0060.
The analysis evaluates the adjacent roadway network and intersections with the added traffic from the
proposed rezoning. The following findings are based on the information and analysis contained within
this report.
FINDINGS
The analysis concludes the following findings:
• All of the studied intersections will meet the mobility standards though the year 2023 with the
proposed development of 72,606 sf of business park.
• The proposed E-1 zoning will generate more traffic than the existing Rural Residential zoning,
triggering the need for a TPR analysis.
• The intersection of Ashland Street at I-5 Northbound Ramps, Ashland Street at the I-5
Southbound Ramps, and Ashland Street at Normal Avenue do not meet the applicable mobility
standards for the year 2034 background conditions.
• The “worst-case” development potential under the proposed E-1 zoning will worsen the year
2034 intersection performance to not meet standards in lieu of expensive mitigation, the
applicant is proposing a trip cap equal to the level of traffic generated by the proposed
development scenario. Under the trip cap all intersections operate better than the mobility
standards, or no worse than the 2034 background conditions, and no further mitigation is
needed.
SANDOW ENGINEERING
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South Ashland Business Park
160 Madison Street Suite A Eugene, Oregon 97402 541.513.3376
SANDOWENGINEERING
April 24, 2017
Karl Johnson
City of Ashland
Public Works / Engineering
20 East Main Street
Ashland, OR 97520
RE: Scope of Work Request for Transportation Planning Rule Analysis – South Ashland Business
Park
Dear Mr. Johnson,
Sandow Engineering would like to request a Scope of Work for a Transportation Planning Rule
Analysis and Traffic Impact Analysis for the annexation, zone change, and development of tax
lot 2800 of Assessor’s Map 391E14AB, adjacent to I-5 and located south of the extension of
Washington Street in Ashland, Oregon.
The property is currently zoned Rural Residential (5 acre) minimum (RR-5) by Jackson County.
The applicant is requesting annexation of the property and is proposing a business park be
developed on the site. The applicant is requesting that the property be annexed as Employment
(E-1) as designated in the Ashland Comprehensive Plan.
The applicant will be requesting a zone change to support the annexation, therefore the traffic
study will require analysis/findings consistent with the Transportation Planning Rule (TPR),
Statewide Planning Rule Goal 12, OAR 660-12-0060 (1) requirements
The proposed development will be a business park consisting 72,606 square feet of light
industrial building/office and one two-bedroom apartment. The proposed development is
anticipated to generate 112 PM peak hour trips. As such, the development triggers a Traffic
Impact Analysis as per City of Ashland TIA requirements.
The development will be completed in 2 phases. The first phase will be completed in 2019 and
the second phase will be completed in 2023.
SITE ZONING
Size: 5.38 acres
Current zoning: RR-5
Proposed Zoning: E-1
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 2
SANDO
SANDOW
ENGINEERING
TRIP GENERATION
The trip generation estimates use information contained within the ITE Trip Generation
Manuals 9th edition
EXISTING RR-5 DEVELOPMENT POTENTIAL
The reasonable “worst-case” development potential and associated traffic generation for the
existing RR-5 zoning is illustrated in Table 1. These numbers were determined using the
following assumptions and the allowed uses under the Jackson County LDO 8.2.
RR-5 Zoning
• Maximum Gross Density 1 unit / 5 acres
TABLE 1: PM PEAK HOUR WORST CASE-TRIP GENERATION RR-5 ZONING
ITE Land Use
Size
(DU)
PM Peak Hour Trip Generation
Rate Trips
210 – Single-Family Detached Housing 1 1.0 1
PROPOSED E-1 DEVELOPMENT POTENTIAL
The reasonable “worst-case” development potential and associated traffic generation for the
proposed E-1 zoning is illustrated in Table 2. These numbers were determined using the
following assumptions and allowed uses under Ashland Code.
E-1 Zoning
• Building is 2 stories
• Building area is 32% of site
• 48% of area is drive isles, loading, and parking
• 20% is landscaping, setbacks, pedestrian facilities and storm water
Several land use scenarios were evaluated to determine the highest trip generator allowed by
the code. The following is the calculated building type and square footage that generates the
highest traffic.
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 3
SANDO
SANDOW
ENGINEERING
TABLE 2: PM PEAK HOUR WORST CASE-TRIP GENERATION E-1 ZONING
ITE Land Use
Size
(ksf)
PM Peak Hour Trip Generation
Rate Trips
710 – General Office Building 149.99 1.49 223
The above analysis illustrates the following trip generation:
PM
Potential E-1 Zoning 223
Existing RR-5 Zoning 1
Additional Trips 222
As illustrated, the proposed zoning has the potential to generate 222 additional PM peak hour
trips.
PROPOSED BUILDING DEVELOPMENT POTENTIAL
The application is proposing the development of a business park consisting 72,606 square feet
of light industrial building/office and one two-bedroom apartment. The associated traffic
generation for the proposed development is illustrated in Table 3.
TABLE 3: PM PEAK HOUR PROPOSED DEVELOPMENT TRIP GENERATION
ITE Land Use Size Units
PM Peak Hour Trip Generation
Rate Trips
770 – Business Park 72.61 KSF GFA Ln(T) = 0.90 Ln(X) + 0.85 111
220 – Apartment 1 Dwelling Units 0.62 1
Total 112
As determined in the table above the proposed development is expected to generate
approximately 112 trips during the PM peak hour.
TRIP DISTRIBUTION
Preliminary trip distribution patterns:
• 50% to/from the west via Ashland Street (OR 66)
• 40% to/from the north via I-5
• 10% to/from the south via I-5
The preliminary trip distribution was determined based on engineering judgement and local
knowledge and will be further refined once traffic volumes have been evaluated. Figure 1
below illustrates the distribution of trips during the PM peak hour for the proposed zoning.
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 4
SANDO
SANDOW
ENGINEERING
Figure 2 below illustrates the distribution of primary trips during the PM peak hour for the
proposed development.
As shown in the illustrations there is a proposed street connection between Washington Street
and Tolman Creek Road. This street connection project, which will be known as Independent
Way, is currently in the design process and the city is planning to begin construction at the end
of 2017/beginning of 2018. The completion of this road connection will have a significant
impact on the trip distribution. The Figures 3 and 4 below illustrate the trip generation for the
proposed E-1 zoning and proposed development with the Independent Way street connection
in place.
Figure 1: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed E-1 Zoning
Figure 2: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed Development
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 5
SANDO
SANDOW
ENGINEERING
Based upon the estimated trip distribution it is anticipated that the proposed “worst case” E-1
zoning potential could add 25 or more trips added to the following intersections:
• Ashland Street @ Northbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Southbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Washington Street
• Ashland Street @ Tolman Creek Road
• Ashland Street @ Normal Ave
• Ashland Street @ Walker Ave
• Washington Street @ Independent Way
• Tolman Creek Road @ Independent Way
Figure 3: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed E-1 Zoning with Independent Way
Figure 4: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed Development with Independent Way
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 6
SANDO
SANDOW
ENGINEERING
Based on the above information Sandow Engineering recommends the following as the Scope
of Work for this project:
Time periods:
• Weekday PM Peak Hour occurring between 4:00 – 6:00 PM (3:30 – 6:30 PM at ODOT
Intersections)
Intersections to be studied:
• Ashland Street @ Northbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Southbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Washington Street
• Ashland Street @ Tolman Creek Road
• Ashland Street @ Normal Ave
• Ashland Street @ Walker Ave
• Washington Street @ Independent Way
• Tolman Creek Road @ Independent Way
Years studied:
• Existing Year - 2017
• Build Year (Phase 1) – 2019
• Build Year (Completion) – 2023
• 20 Year Horizon – 2034 (TPR analysis only)
Street Configuration:
Independent Way connection to be considered in place for the years 2019, 2023, and 2034
analysis.
Please feel free to contact me if you would like to discuss this scoping letter further or if you
need any additional information.
Sincerely,
Kelly Sandow
160 Madison Street Suite A Eugene, Oregon 97402 541.513.3376
SANDOWENGINEERING
April 24, 2017
Michael Wang PE
Development Review Traffic Engineer
ODOT Region 3
100 Antelope Rd.
White City, OR 97503
RE: Scope of Work Request for Transportation Planning Rule Analysis – South Ashland Business
Park
Dear Mr. Johnson,
Sandow Engineering would like to request a Scope of Work for a Transportation Planning Rule
Analysis and Traffic Impact Analysis for the annexation, zone change, and development of tax
lot 2800 of Assessor’s Map 391E14AB, adjacent to I-5 and located south of the extension of
Washington Street in Ashland, Oregon.
The property is currently zoned Rural Residential (5 acre) minimum (RR-5) by Jackson County.
The applicant is requesting annexation of the property and is proposing a business park be
developed on the site. The applicant is requesting that the property be annexed as Employment
(E-1) as designated in the Ashland Comprehensive Plan.
The applicant will be requesting a zone change to support the annexation, therefore the traffic
study will require analysis/findings consistent with the Transportation Planning Rule (TPR),
Statewide Planning Rule Goal 12, OAR 660-12-0060 (1) requirements
The proposed development will be a business park consisting 72,606 square feet of light
industrial building/office and one two-bedroom apartment. The proposed development is
anticipated to generate 112 PM peak hour trips. As such, the development triggers a Traffic
Impact Analysis as per City of Ashland TIA requirements.
The development will be completed in 2 phases. The first phase will be completed in 2019 and
the second phase will be completed in 2023.
SITE ZONING
Size: 5.38 acres
Current zoning: RR-5
Proposed Zoning: E-1
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 2
SANDO
SANDOW
ENGINEERING
TRIP GENERATION
The trip generation estimates use information contained within the ITE Trip Generation
Manuals 9th edition
EXISTING RR-5 DEVELOPMENT POTENTIAL
The reasonable “worst-case” development potential and associated traffic generation for the
existing RR-5 zoning is illustrated in Table 1. These numbers were determined using the
following assumptions and the allowed uses under the Jackson County LDO 8.2.
RR-5 Zoning
• Maximum Gross Density 1 unit / 5 acres
TABLE 1: PM PEAK HOUR WORST CASE-TRIP GENERATION RR-5 ZONING
ITE Land Use
Size
(DU)
PM Peak Hour Trip Generation
Rate Trips
210 – Single-Family Detached Housing 1 1.0 1
PROPOSED E-1 DEVELOPMENT POTENTIAL
The reasonable “worst-case” development potential and associated traffic generation for the
proposed E-1 zoning is illustrated in Table 2. These numbers were determined using the
following assumptions and allowed uses under Ashland Code.
E-1 Zoning
• Building is 2 stories
• Building area is 32% of site
• 48% of area is drive isles, loading, and parking
• 20% is landscaping, setbacks, pedestrian facilities and storm water
Several land use scenarios were evaluated to determine the highest trip generator allowed by
the code. The following is the calculated building type and square footage that generates the
highest traffic.
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 3
SANDO
SANDOW
ENGINEERING
TABLE 2: PM PEAK HOUR WORST CASE-TRIP GENERATION E-1 ZONING
ITE Land Use
Size
(ksf)
PM Peak Hour Trip Generation
Rate Trips
710 – General Office Building 149.99 1.49 223
The above analysis illustrates the following trip generation:
PM
Potential E-1 Zoning 223
Existing RR-5 Zoning 1
Additional Trips 222
As illustrated, the proposed zoning has the potential to generate 222 additional PM peak hour
trips.
PROPOSED BUILDING DEVELOPMENT POTENTIAL
The application is proposing the development of a business park consisting 72,606 square feet
of light industrial building/office and one two-bedroom apartment. The associated traffic
generation for the proposed development is illustrated in Table 3.
TABLE 3: PM PEAK HOUR PROPOSED DEVELOPMENT TRIP GENERATION
ITE Land Use Size Units
PM Peak Hour Trip Generation
Rate Trips
770 – Business Park 72.61 KSF GFA Ln(T) = 0.90 Ln(X) + 0.85 111
220 – Apartment 1 Dwelling Units 0.62 1
Total 112
As determined in the table above the proposed development is expected to generate
approximately 112 trips during the PM peak hour.
TRIP DISTRIBUTION
Preliminary trip distribution patterns:
• 50% to/from the west via Ashland Street (OR 66)
• 40% to/from the north via I-5
• 10% to/from the south via I-5
The preliminary trip distribution was determined based on engineering judgement and local
knowledge and will be further refined once traffic volumes have been evaluated. Figure 1
below illustrates the distribution of trips during the PM peak hour for the proposed zoning.
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 4
SANDO
SANDOW
ENGINEERING
Figure 2 below illustrates the distribution of primary trips during the PM peak hour for the
proposed development.
As shown in the illustrations there is a proposed street connection between Washington Street
and Tolman Creek Road. This street connection project, which will be known as Independent
Way, is currently in the design process and the city is planning to begin construction at the end
of 2017/beginning of 2018. The completion of this road connection will have a significant
impact on the trip distribution. The Figures 3 and 4 below illustrate the trip generation for the
proposed E-1 zoning and proposed development with the Independent Way street connection
in place.
Figure 1: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed E-1 Zoning
Figure 2: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed Development
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 5
SANDO
SANDOW
ENGINEERING
Based upon the estimated trip distribution it is anticipated that the proposed “worst case” E-1
zoning potential could add 25 or more trips added to the following intersections:
• Ashland Street @ Northbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Southbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Washington Street
• Ashland Street @ Tolman Creek Road
• Ashland Street @ Normal Ave
• Ashland Street @ Walker Ave
• Washington Street @ Independent Way
• Tolman Creek Road @ Independent Way
Figure 3: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed E-1 Zoning with Independent Way
Figure 4: Preliminary PM Peak Hour Primary Trip Distribution
for Proposed Development with Independent Way
From: Kelly Sandow PE Sandow Engineering
RE: Scope of Work Request for TPR and TIA Analysis
Date: 4/24/17
Page 6
SANDO
SANDOW
ENGINEERING
Based on the above information Sandow Engineering recommends the following as the Scope
of Work for this project:
Time periods:
• Weekday PM Peak Hour occurring between 4:00 – 6:00 PM (3:30 – 6:30 PM at ODOT
Intersections)
Intersections to be studied:
• Ashland Street @ Northbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Southbound I-5 Ramps (ODOT Jurisdiction)
• Ashland Street @ Washington Street
• Ashland Street @ Tolman Creek Road
• Ashland Street @ Normal Ave
• Ashland Street @ Walker Ave
• Washington Street @ Independent Way
• Tolman Creek Road @ Independent Way
Years studied:
• Existing Year - 2017
• Build Year (Phase 1) – 2019
• Build Year (Completion) – 2023
• 20 Year Horizon – 2034 (TPR analysis only)
Street Configuration:
Independent Way connection to be considered in place for the years 2019, 2023, and 2034
analysis.
Please feel free to contact me if you would like to discuss this scoping letter further or if you
need any additional information.
Sincerely,
Kelly Sandow
SANDOW ENGINEERING
AP
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South Ashland Business Park TPRA C - 18
SANDOW ENGINEERING
AP
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South Ashland Business Park
File Name : Walker_AshlandSt
Site Code : 00000002
Start Date : 9/22/2016
Page No : 1
North-South: Walker Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: All Vehicles
Groups Printed- Unshifted
Walker Ave
From North
Ashland St
From East
Walker Ave
From South
Ashland St
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
03:00 PM 49 22 34 0 105 16 103 42 16 177 7 38 43 1 89 22 96 2 2 122 493
03:15 PM 40 23 26 4 93 22 125 32 19 198 0 14 24 9 47 18 107 8 4 137 475
03:30 PM 50 19 10 5 84 17 117 29 4 167 3 12 18 5 38 11 123 2 5 141 430
03:45 PM 42 8 26 0 76 10 101 21 2 134 1 8 14 6 29 14 109 11 2 136 375
Total 181 72 96 9 358 65 446 124 41 676 11 72 99 21 203 65 435 23 13 536 1773
04:00 PM 37 10 19 5 71 12 143 29 2 186 2 14 22 4 42 13 110 3 4 130 429
04:15 PM 38 15 9 3 65 15 114 30 4 163 0 11 17 5 33 19 125 4 4 152 413
04:30 PM 29 18 16 1 64 9 98 35 3 145 3 12 13 5 33 29 134 7 4 174 416
04:45 PM 43 18 18 4 83 22 112 27 0 161 4 6 27 2 39 27 128 4 4 163 446
Total 147 61 62 13 283 58 467 121 9 655 9 43 79 16 147 88 497 18 16 619 1704
05:00 PM 51 21 20 4 96 17 133 33 3 186 1 9 22 9 41 23 136 2 5 166 489
05:15 PM 39 6 19 2 66 12 96 19 3 130 0 9 30 3 42 17 107 5 1 130 368
05:30 PM 30 13 14 4 61 15 101 20 3 139 4 6 16 8 34 17 105 7 5 134 368
05:45 PM 14 9 10 1 34 8 123 30 0 161 1 7 21 1 30 21 93 5 4 123 348
Total 134 49 63 11 257 52 453 102 9 616 6 31 89 21 147 78 441 19 15 553 1573
Grand Total 462 182 221 33 898 175 1366 347 59 1947 26 146 267 58 497 231 1373 60 44 1708 5050
Apprch %51.4 20.3 24.6 3.7 9 70.2 17.8 3 5.2 29.4 53.7 11.7 13.5 80.4 3.5 2.6
Total %9.1 3.6 4.4 0.7 17.8 3.5 27 6.9 1.2 38.6 0.5 2.9 5.3 1.1 9.8 4.6 27.2 1.2 0.9 33.8
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 1
File Name : Walker_AshlandSt
Site Code : 00000002
Start Date : 9/22/2016
Page No : 2
North-South: Walker Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: All Vehicles
Walker Ave
From North
Ashland St
From East
Walker Ave
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:00 PM to 03:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM 03:00 PM
+0 mins.49 22 34 0 105 16 103 42 16 177 7 38 43 1 89 22 96 2 2 122
+15 mins.40 23 26 4 93 22 125 32 19 198 0 14 24 9 47 18 107 8 4 137
+30 mins.50 19 10 5 84 17 117 29 4 167 3 12 18 5 38 11 123 2 5 141
+45 mins.42 8 26 0 76 10 101 21 2 134 1 8 14 6 29 14 109 11 2 136
Total Volume 181 72 96 9 358 65 446 124 41 676 11 72 99 21 203 65 435 23 13 536
% App. Total 50.6 20.1 26.8 2.5 9.6 66 18.3 6.1 5.4 35.5 48.8 10.3 12.1 81.2 4.3 2.4
PHF .905 .783 .706 .450 .852 .739 .892 .738 .539 .854 .393 .474 .576 .583 .570 .739 .884 .523 .650 .950
Walker Ave
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
Walker Ave
Right
96
Thru
72
Left
181
Peds
9
In - Peak Hour: 03:00 PM
358
Ri
g
h
t
12
4
Th
r
u
44
6
Le
f
t
65
Pe
d
s
41
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
67
6
Left
11
Thru
72
Right
99
Peds
21
In - Peak Hour: 03:00 PM
203
Le
f
t
65
Th
r
u43
5
Rig
h
t
23
Pe
d
s
13
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
53
6
Unshifted
Peak Hour Data
North
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 2
File Name : Walker_AshlandSt
Site Code : 00000002
Start Date : 9/22/2016
Page No : 1
North-South: Walker Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: Trucks & Cyclists
Groups Printed- Bank 1
Walker Ave
From North
Ashland St
From East
Walker Ave
From South
Ashland St
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
03:00 PM 0 1 0 0 1 1 1 0 0 2 0 1 0 0 1 0 0 0 1 1 5
03:15 PM 0 0 0 0 0 1 0 0 1 2 0 0 0 2 2 0 0 0 1 1 5
03:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 2 3
03:45 PM 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 2
Total 0 1 0 0 1 2 2 0 2 6 0 1 0 2 3 0 0 0 5 5 15
04:00 PM 0 0 0 0 0 1 0 0 2 3 0 0 0 1 1 0 0 0 1 1 5
04:15 PM 0 0 0 1 1 1 3 1 1 6 0 0 0 0 0 0 0 0 1 1 8
04:30 PM 0 0 0 1 1 0 2 0 1 3 0 0 2 2 4 0 2 0 0 2 10
04:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1
Total 0 0 0 2 2 2 6 1 4 13 0 0 2 3 5 0 2 0 2 4 24
05:00 PM 0 0 0 2 2 1 1 0 0 2 0 0 0 0 0 0 2 0 1 3 7
05:15 PM 0 0 0 0 0 0 0 0 1 1 0 0 1 0 1 0 1 0 0 1 3
05:30 PM 1 0 0 1 2 0 0 0 0 0 0 0 0 1 1 0 0 0 2 2 5
05:45 PM 0 0 0 1 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 2
Total 1 0 0 4 5 1 2 0 1 4 0 0 1 1 2 0 3 0 3 6 17
Grand Total 1 1 0 6 8 5 10 1 7 23 0 1 3 6 10 0 5 0 10 15 56
Apprch %12.5 12.5 0 75 21.7 43.5 4.3 30.4 0 10 30 60 0 33.3 0 66.7
Total %1.8 1.8 0 10.7 14.3 8.9 17.9 1.8 12.5 41.1 0 1.8 5.4 10.7 17.9 0 8.9 0 17.9 26.8
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 3
File Name : Walker_AshlandSt
Site Code : 00000002
Start Date : 9/22/2016
Page No : 2
North-South: Walker Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: Trucks & Cyclists
Walker Ave
From North
Ashland St
From East
Walker Ave
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:00 PM to 03:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM 03:00 PM
+0 mins.0 1 0 0 1 1 1 0 0 2 0 1 0 0 1 0 0 0 1 1
+15 mins.0 0 0 0 0 1 0 0 1 2 0 0 0 2 2 0 0 0 1 1
+30 mins.0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 2
+45 mins.0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1
Total Volume 0 1 0 0 1 2 2 0 2 6 0 1 0 2 3 0 0 0 5 5
% App. Total 0 100 0 0 33.3 33.3 0 33.3 0 33.3 0 66.7 0 0 0 100
PHF .000 .250 .000 .000 .250 .500 .500 .000 .500 .750 .000 .250 .000 .250 .375 .000 .000 .000 .625 .625
Walker Ave
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
Walker Ave
Right
0
Thru
1
Left
0
Peds
0
In - Peak Hour: 03:00 PM
1
Ri
g
h
t
0
Th
r
u
2
Le
f
t
2
Pe
d
s
2
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
6
Left
0
Thru
1
Right
0
Peds
2
In - Peak Hour: 03:00 PM
3
Le
f
t
0
Th
r
u
0
Rig
h
t
0
Pe
d
s
5
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
5
Bank 1
Peak Hour Data
North
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 4
File Name : Walker_AshlandSt
Site Code : 00000002
Start Date : 9/22/2016
Page No : 1
North-South: Walker Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: School Buses
Groups Printed- Bank 2
Walker Ave
From North
Ashland St
From East
Walker Ave
From South
Ashland St
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 3
03:15 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
Total 0 1 0 0 1 0 0 0 0 0 0 3 1 0 4 0 1 0 0 1 6
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1
Total 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 0 0 0 0 0 2
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 1 0 0 1 0 1 0 0 1 0 3 2 0 5 0 1 0 0 1 8
Apprch %0 100 0 0 0 100 0 0 0 60 40 0 0 100 0 0
Total %0 12.5 0 0 12.5 0 12.5 0 0 12.5 0 37.5 25 0 62.5 0 12.5 0 0 12.5
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 5
File Name : Walker_AshlandSt
Site Code : 00000002
Start Date : 9/22/2016
Page No : 2
North-South: Walker Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: School Buses
Walker Ave
From North
Ashland St
From East
Walker Ave
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:00 PM to 03:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM 03:00 PM
+0 mins.0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0
+15 mins.0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins.0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
+45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
Total Volume 0 1 0 0 1 0 0 0 0 0 0 3 1 0 4 0 1 0 0 1
% App. Total 0 100 0 0 0 0 0 0 0 75 25 0 0 100 0 0
PHF .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 .000 .375 .250 .000 .333 .000 .250 .000 .000 .250
Walker Ave
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
Walker Ave
Right
0
Thru
1
Left
0
Peds
0
In - Peak Hour: 03:00 PM
1
Rig
h
t
0
Th
r
u
0
Le
f
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
0
Left
0
Thru
3
Right
1
Peds
0
In - Peak Hour: 03:00 PM
4
Le
f
t
0
Th
r
u
1
Ri
g
h
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
1
Bank 2
Peak Hour Data
North
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 6
File Name : Normal_AshalndSt
Site Code : 00000001
Start Date : 9/20/2016
Page No : 1
North-South: Normal Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: All Vehicles
Groups Printed- Unshifted
Normal Ave
From North
Ashland Street
From East
Normal Ave
From South
Ashland Street
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
03:00 PM 10 0 1 1 12 11 161 7 7 186 2 3 7 2 14 2 182 5 8 197 409
03:15 PM 8 0 0 2 10 8 158 2 3 171 1 2 8 2 13 3 181 5 3 192 386
03:30 PM 6 0 3 1 10 9 136 3 3 151 1 0 6 0 7 13 162 3 4 182 350
03:45 PM 3 0 1 4 8 3 145 3 3 154 3 0 11 1 15 3 171 4 2 180 357
Total 27 0 5 8 40 31 600 15 16 662 7 5 32 5 49 21 696 17 17 751 1502
04:00 PM 6 0 1 0 7 8 145 3 7 163 0 1 5 1 7 2 130 4 4 140 317
04:15 PM 7 0 4 2 13 12 160 6 6 184 6 0 10 1 17 3 153 6 1 163 377
04:30 PM 4 0 0 0 4 14 135 2 1 152 3 0 3 1 7 5 171 4 2 182 345
04:45 PM 2 1 0 2 5 11 134 4 1 150 2 1 4 3 10 3 144 3 4 154 319
Total 19 1 5 4 29 45 574 15 15 649 11 2 22 6 41 13 598 17 11 639 1358
05:00 PM 4 0 3 0 7 9 136 3 4 152 1 1 6 2 10 1 188 2 5 196 365
05:15 PM 7 1 1 0 9 13 142 6 3 164 3 2 3 2 10 10 158 4 1 173 356
05:30 PM 1 2 0 2 5 15 149 4 2 170 0 1 7 0 8 2 157 2 3 164 347
05:45 PM 3 1 3 3 10 3 128 2 4 137 0 0 6 4 10 8 118 4 7 137 294
Total 15 4 7 5 31 40 555 15 13 623 4 4 22 8 38 21 621 12 16 670 1362
Grand Total 61 5 17 17 100 116 1729 45 44 1934 22 11 76 19 128 55 1915 46 44 2060 4222
Apprch %61 5 17 17 6 89.4 2.3 2.3 17.2 8.6 59.4 14.8 2.7 93 2.2 2.1
Total %1.4 0.1 0.4 0.4 2.4 2.7 41 1.1 1 45.8 0.5 0.3 1.8 0.5 3 1.3 45.4 1.1 1 48.8
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 7
File Name : Normal_AshalndSt
Site Code : 00000001
Start Date : 9/20/2016
Page No : 2
North-South: Normal Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: All Vehicles
Normal Ave
From North
Ashland Street
From East
Normal Ave
From South
Ashland Street
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:00 PM to 03:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM 03:00 PM
+0 mins.10 0 1 1 12 11 161 7 7 186 2 3 7 2 14 2 182 5 8 197
+15 mins.8 0 0 2 10 8 158 2 3 171 1 2 8 2 13 3 181 5 3 192
+30 mins.6 0 3 1 10 9 136 3 3 151 1 0 6 0 7 13 162 3 4 182
+45 mins.3 0 1 4 8 3 145 3 3 154 3 0 11 1 15 3 171 4 2 180
Total Volume 27 0 5 8 40 31 600 15 16 662 7 5 32 5 49 21 696 17 17 751
% App. Total 67.5 0 12.5 20 4.7 90.6 2.3 2.4 14.3 10.2 65.3 10.2 2.8 92.7 2.3 2.3
PHF .675 .000 .417 .500 .833 .705 .932 .536 .571 .890 .583 .417 .727 .625 .817 .404 .956 .850 .531 .953
Normal Ave
A
s
h
l
a
n
d
S
t
r
e
e
t
A
s
h
l
a
n
d
S
t
r
e
e
t
Normal Ave
Right
5
Thru
0
Left
27
Peds
8
In - Peak Hour: 03:00 PM
40
Ri
g
h
t
15
Th
r
u
60
0
Le
f
t
31
Pe
d
s
16
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
66
2
Left
7
Thru
5
Right
32
Peds
5
In - Peak Hour: 03:00 PM
49
Le
f
t
21
Th
r
u69
6
Rig
h
t
17
Pe
d
s
17
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
75
1
Unshifted
Peak Hour Data
North
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 8
File Name : Normal_AshalndSt
Site Code : 00000001
Start Date : 9/20/2016
Page No : 1
North-South: Normal Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: Trucks & Cyclists
Groups Printed- Bank 1
Normal Ave
From North
Ashland Street
From East
Normal Ave
From South
Ashland Street
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
03:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 3
03:15 PM 1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 0 1 0 0 1 3
03:30 PM 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 2 0 1 0 3 0 1 1 0 2 0 0 0 0 0 0 3 0 0 3 8
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3
05:00 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 3
Grand Total 2 0 1 0 3 0 2 1 0 3 0 0 0 0 0 0 8 0 0 8 14
Apprch %66.7 0 33.3 0 0 66.7 33.3 0 0 0 0 0 0 100 0 0
Total %14.3 0 7.1 0 21.4 0 14.3 7.1 0 21.4 0 0 0 0 0 0 57.1 0 0 57.1
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 9
File Name : Normal_AshalndSt
Site Code : 00000001
Start Date : 9/20/2016
Page No : 2
North-South: Normal Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: Trucks & Cyclists
Normal Ave
From North
Ashland Street
From East
Normal Ave
From South
Ashland Street
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:00 PM to 03:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM 03:00 PM
+0 mins.0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2
+15 mins.1 0 0 0 1 0 0 1 0 1 0 0 0 0 0 0 1 0 0 1
+30 mins.1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 2 0 1 0 3 0 1 1 0 2 0 0 0 0 0 0 3 0 0 3
% App. Total 66.7 0 33.3 0 0 50 50 0 0 0 0 0 0 100 0 0
PHF .500 .000 .250 .000 .375 .000 .250 .250 .000 .500 .000 .000 .000 .000 .000 .000 .375 .000 .000 .375
Normal Ave
A
s
h
l
a
n
d
S
t
r
e
e
t
A
s
h
l
a
n
d
S
t
r
e
e
t
Normal Ave
Right
1
Thru
0
Left
2
Peds
0
In - Peak Hour: 03:00 PM
3
Ri
g
h
t
1
Th
r
u
1
Le
f
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
2
Left
0
Thru
0
Right
0
Peds
0
In - Peak Hour: 03:00 PM
0
Le
f
t
0
Th
r
u
3
Rig
h
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
3
Bank 1
Peak Hour Data
North
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 10
File Name : Normal_AshalndSt
Site Code : 00000001
Start Date : 9/20/2016
Page No : 1
North-South: Normal Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: School Buses
Groups Printed- Bank 2
Normal Ave
From North
Ashland Street
From East
Normal Ave
From South
Ashland Street
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
03:00 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2
Total 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 5
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
Total 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 7
Apprch %0 0 0 0 0 100 0 0 0 0 0 0 0 100 0 0
Total %0 0 0 0 0 0 42.9 0 0 42.9 0 0 0 0 0 0 57.1 0 0 57.1
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 11
File Name : Normal_AshalndSt
Site Code : 00000001
Start Date : 9/20/2016
Page No : 2
North-South: Normal Avenue
East-West: Ashland Street
Weather: Warm, Sunny
Veh Type: School Buses
Normal Ave
From North
Ashland Street
From East
Normal Ave
From South
Ashland Street
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:00 PM to 03:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM 03:00 PM
+0 mins.0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0
+15 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
+30 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2
Total Volume 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3
% App. Total 0 0 0 0 0 100 0 0 0 0 0 0 0 100 0 0
PHF .000 .000 .000 .000 .000 .000 .250 .000 .000 .250 .000 .000 .000 .000 .000 .000 .375 .000 .000 .375
Normal Ave
A
s
h
l
a
n
d
S
t
r
e
e
t
A
s
h
l
a
n
d
S
t
r
e
e
t
Normal Ave
Right
0
Thru
0
Left
0
Peds
0
In - Peak Hour: 03:00 PM
0
Rig
h
t
0
Th
r
u
2
Le
f
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
2
Left
0
Thru
0
Right
0
Peds
0
In - Peak Hour: 03:00 PM
0
Le
f
t
0
Th
r
u
3
Ri
g
h
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
0
0
P
M
3
Bank 2
Peak Hour Data
North
Southern Oregon Transportation Engineering, LLC
112 Monterey Drive
Medford, Oregon 97504
Kwkp1@q.com
South Ashland Business Park TPRA D - 12
AM TC Rd @ Ashland St
: 6/8/2017
: 1
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 6162155381315713000131312034119
6:45 AM 3745196671719115203203361141171
Total 9 8 10 7 34 11 105 30 2 148 28 2 0 3 33 4 67 3 1 75 290
7:00 AM 0780153381816013410182355042135
7:15 AM 7 5 11 0 23 6 52 12 0 70 21 5 1 2 29 5 43 0 0 48 170
7:30 AM 4 11 13 0 28 7 69 29 0 105 29 7 0 0 36 4 87 0 0 91 260
7:45 AM 3 10 18 4 35 12 118 37 1 168 29 14 8 1 52 6 61 6 2 75 330
Total 14 33 50 4 101 28 277 96 2 403 92 30 10 3 135 17 226 11 2 256 895
8:00 AM 7 24 27 2 60 13 155 41 1 210 38 14 22 0 74 13 74 5 0 92 436
8:15 AM 11 25 15 0 51 15 180 36 0 231 53 28 25 1 107 8 79 6 0 93 482
8:30 AM 4 18 25 2 49 19 120 37 2 178 29 14 11 4 58 5 112 6 1 124 409
8:45 AM 11 14 16 2 43 13 100 34 0 147 22 13 11 0 46 13 83 8 0 104 340
Total 33 81 83 6 203 60 555 148 3 766 142 69 69 5 285 39 348 25 1 413 1667
9:00 AM 8 16 14 0 38 16 108 31 2 157 31 10 4 2 47 7 75 3 1 86 328
9:15 AM 8 18 18 0 44 17 73 31 1 122 30 10 6 2 48 8 81 6 0 95 309
Total 16 34 32 0 82 33 181 62 3 279 61 20 10 4 95 15 156 9 1 181 637
Grand Total 72 156 175 17 420 132 1118 336 10 1596 323 121 89 15 548 75 797 48 5 925 3489
Apprch %17% 37% 42% 4% 8% 70% 21% 1% 59% 22% 16% 3% 8% 86% 5% 1%
Total % 2% 4% 5% 0% 12% 4% 32% 10% 0% 46% 9% 3% 3% 0% 16% 2% 23% 1% 0% 27%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Tolman Creek Rd
Southbound Westbound Northbound Eastbound
Ashland St Tolman Creek Rd Ashland St
Page No
Groups Printed ‐ Vehicles
File Name
Start Date
South Ashland Business Park TPRA D - 13
AM TC Rd @ Ashland St
: 6/8/2017
: 2
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000210300000011025
6:45 AM 010010310400000011027
Total 0100105207000000220412
7:00 AM 000000230510001110028
7:15 AM 0000015006120030100110
7:30 AM 1010200404300030100110
7:45 AM 000000200230003120038
Total 101021970178200102500736
8:00 AM 000000200210001010014
8:15 AM 1000102204200021400512
8:30 AM 010010210310001010016
8:45 AM 01102244010100010500518
Total 12104210701950005111001240
9:00 AM 1010202204200021100210
9:15 AM 000000110220002140059
Total 1010203306400042500719
Grand Total 333093271904917200195232030107
Apprch %33% 33% 33% 0% 6% 55% 39% 0% 89% 11% 0% 0% 17% 77% 7% 0%
Total % 3% 3% 3% 0% 8% 3% 25% 18% 0% 46% 16% 2% 0% 0% 18% 5% 21% 2% 0% 28%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Groups Printed ‐ Trucks
Tolman Creek Rd Ashland St Tolman Creek Rd Ashland St
Southbound Westbound Northbound Eastbound
Page No
File Name
Start Date
South Ashland Business Park TPRA D - 14
AM TC Rd @ Ashland St
: 6/8/2017
: 3
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000000000000000000
6:45 AM 000000000011002000002
Total 000000000011002000002
7:00 AM 000000000000000000000
7:15 AM 000000000000000000000
7:30 AM 000000000000000000000
7:45 AM 000000000000000010011
Total 000000000000000010011
8:00 AM 000000000000000000000
8:15 AM 000000000010001000001
8:30 AM 000000000001001000001
8:45 AM 000000000000000000000
Total 000000000011002000002
9:00 AM 000000000000000000000
9:15 AM 000000000000000000000
Total 000000000000000000000
Grand Total 000000000022004010015
Apprch %0% 0% 0% 0% 0% 0% 0% 0% 50% 50% 0% 0% 0%100%0% 0%
Total % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 40% 40% 0% 0% 80% 0% 20% 0% 0% 20%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
Start Date
Page No
Groups Printed ‐ Bicycles
Tolman Creek Rd Ashland St Tolman Creek Rd Ashland St
Southbound Westbound Northbound Eastbound
South Ashland Business Park TPRA D - 15
AM TC Rd @ Ashland St
: 6/8/2017
: 4
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 6162155401416013000131323036124
6:45 AM 3845206701819516303223372143180
Total 9 9 10 7 35 11 110 32 2 155 29 3 0 3 35 4 69 5 1 79 304
7:00 AM 0780153402116514410193365044143
7:15 AM 7 5 11 0 23 7 57 12 0 76 22 7 1 2 32 5 44 0 0 49 180
7:30 AM 5 11 14 0 30 7 69 33 0 109 32 7 0 0 39 4 88 0 0 92 270
7:45 AM 3 10 18 4 35 12 120 37 1 170 32 14 8 1 55 7 64 6 2 79 339
Total 15 33 51 4 103 29 286 103 2 420 100 32 10 3 145 19 232 11 2 264 932
8:00 AM 7 24 27 2 60 13 157 41 1 212 39 14 22 0 75 13 75 5 0 93 440
8:15 AM 12 25 15 0 52 15 182 38 0 235 56 28 25 1 110 9 83 6 0 98 495
8:30 AM 4 19 25 2 50 19 122 38 2 181 30 15 11 4 60 5 113 6 1 125 416
8:45 AM 11 15 17 2 45 15 104 38 0 157 23 13 11 0 47 13 88 8 0 109 358
Total 34 83 84 6 207 62 565 155 3 785 148 70 69 5 292 40 359 25 1 425 1709
9:00 AM 9 16 15 0 40 16 110 33 2 161 33 10 4 2 49 8 76 3 1 88 338
9:15 AM 8 18 18 0 44 17 74 32 1 124 32 10 6 2 50 9 85 6 0 100 318
Total 17 34 33 0 84 33 184 65 3 285 65 20 10 4 99 17 161 9 1 188 656
Grand Total 75 159 178 17 429 135 1145 355 10 1645 342 125 89 15 571 80 821 50 5 956 3601
Apprch %17% 37% 41% 4% 8% 70% 22% 1% 60% 22% 16% 3% 8% 86% 5% 1%
Total % 2% 4% 5% 0% 12% 4% 32% 10% 0% 46% 9% 3% 2% 0% 16% 2% 23% 1% 0% 27%
Page No
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
Start Date
Ashland St
Southbound Westbound Northbound Eastbound
Groups Printed ‐ Total
Tolman Creek Rd Ashland St Tolman Creek Rd
South Ashland Business Park TPRA D - 16
PM TC Rd @ Ashland St
: 6/7/2017
: 1
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 15 30 25 9 79 19 105 52 4 180 43 31 20 6 100 10 142 23 2 177 536
6:45 AM 11 30 28 8 77 19 110 47 2 178 47 27 17 5 96 17 138 21 3 179 530
Total 26 60 53 17 156 38 215 99 6 358 90 58 37 11 196 27 280 44 5 356 1066
7:00 AM 9 31 22 6 68 18 89 49 3 159 51 16 16 1 84 8 155 16 0 179 490
7:15 AM 13 26 20 2 61 15 120 47 1 183 45 19 13 4 81 14 99 24 0 137 462
7:30 AM 11 23 10 6 50 16 107 48 0 171 54 25 19 3 101 15 127 19 3 164 486
7:45 AM 16 22 18 3 59 15 123 58 5 201 50 16 14 6 86 10 121 18 1 150 496
Total 49 102 70 17 238 64 439 202 9 714 200 76 62 14 352 47 502 77 4 630 1934
8:00 AM 17 24 24 8 73 19 137 46 4 206 39 20 15 2 76 18 270 28 3 319 674
8:15 AM 15 33 10 3 61 12 149 57 2 220 43 29 15 2 89 11 155 20 1 187 557
8:30 AM 11 40 28 5 84 12 106 49 4 171 39 31 16 2 88 13 117 24 1 155 498
8:45 AM 19 33 16 4 72 12 126 53 2 193 34 20 13 2 69 12 97 24 3 136 470
Total 62 130 78 20 290 55 518 205 12 790 155 100 59 8 322 54 639 96 8 797 2199
9:00 AM 15 22 12 0 49 16 94 49 1 160 40 24 8 1 73 10 95 14 0 119 401
9:15 AM 17 19 11 5 52 12 125 33 1 171 27 13 8 3 51 8 72 13 0 93 367
Total 32 41 23 5 101 28 219 82 2 331 67 37 16 4 124 18 167 27 0 212 768
Grand Total 169 333 224 59 785 185 1391 588 29 2193 512 271 174 37 994 146 1588 244 17 1995 5967
Apprch %22% 42% 29% 8% 8% 63% 27% 1% 52% 27% 18% 4% 7% 80% 12% 1%
Total % 3% 6% 4% 1% 13% 3% 23% 10% 0% 37% 9% 5% 3% 1% 17% 2% 27% 4% 0% 33%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Tolman Creek Rd
Southbound Westbound Northbound Eastbound
Ashland St Tolman Creek Rd Ashland St
Page No
Groups Printed ‐ Vehicles
File Name
Start Date
South Ashland Business Park TPRA D - 17
PM TC Rd @ Ashland St
: 6/7/2017
: 2
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 010010010130104120039
6:45 AM 000000110210102020026
Total 0100101203402061400515
7:00 AM 000000010110001030035
7:15 AM 000000000000202020024
7:30 AM 000001310510001010017
7:45 AM 000000010110001020024
Total 0000013307302050800820
8:00 AM 010010110221003000006
8:15 AM 000001120410001011027
8:30 AM 000000200210001000003
8:45 AM 000000100100000000001
Total 0100115309410050110217
9:00 AM 000000000000000010011
9:15 AM 000000000000000000000
Total 000000000000000010011
Grand Total 020022980191114016114101653
Apprch %0%100%0% 0% 11% 47% 42% 0% 69% 6% 25% 0% 6% 88% 6% 0%
Total % 0% 4% 0% 0% 4% 4% 17% 15% 0% 36% 21% 2% 8% 0% 30% 2% 26% 2% 0% 30%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Groups Printed ‐ Trucks
Tolman Creek Rd Ashland St Tolman Creek Rd Ashland St
Southbound Westbound Northbound Eastbound
Page No
File Name
Start Date
South Ashland Business Park TPRA D - 18
PM TC Rd @ Ashland St
: 6/7/2017
: 3
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000300300000010014
6:45 AM 000000000000000000000
Total 000000300300000010014
7:00 AM 000000010101001000002
7:15 AM 000000100111002000003
7:30 AM 010010000011002000003
7:45 AM 000000200202002000004
Total 0100103104250070000012
8:00 AM 000000000000000021033
8:15 AM 000000010101001001013
8:30 AM 010010100100000000002
8:45 AM 110020110200000020026
Total 1200302204010010420614
9:00 AM 000000000000000000000
9:15 AM 100010000000000000001
Total 100010000000000000001
Grand Total 23005083011260080520731
Apprch %40% 60% 0% 0% 0% 73% 27% 0% 25% 75% 0% 0% 0%71%29% 0%
Total % 6% 10% 0% 0% 16% 0% 26% 10% 0% 35% 6% 19% 0% 0% 26% 0% 16% 6% 0% 23%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
Start Date
Page No
Groups Printed ‐ Bicycles
Tolman Creek Rd Ashland St Tolman Creek Rd Ashland St
Southbound Westbound Northbound Eastbound
South Ashland Business Park TPRA D - 19
PM TC Rd @ Ashland St
: 6/7/2017
: 4
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 15 31 25 9 80 19 108 53 4 184 46 31 21 6 104 11 145 23 2 181 549
6:45 AM 11 30 28 8 77 19 111 48 2 180 48 27 18 5 98 17 140 21 3 181 536
Total 26 61 53 17 157 38 219 101 6 364 94 58 39 11 202 28 285 44 5 362 1085
7:00 AM 9 31 22 6 68 18 89 51 3 161 52 17 16 1 86 8 158 16 0 182 497
7:15 AM 13 26 20 2 61 15 121 47 1 184 46 20 15 4 85 14 101 24 0 139 469
7:30 AM 11 24 10 6 51 17 110 49 0 176 56 26 19 3 104 15 128 19 3 165 496
7:45 AM 16 22 18 3 59 15 125 59 5 204 51 18 14 6 89 10 123 18 1 152 504
Total 49 103 70 17 239 65 445 206 9 725 205 81 64 14 364 47 510 77 4 638 1966
8:00 AM 17 25 24 8 74 19 138 47 4 208 41 21 15 2 79 18 272 29 3 322 683
8:15 AM 15 33 10 3 61 13 150 60 2 225 44 30 15 2 91 11 156 22 1 190 567
8:30 AM 11 41 28 5 85 12 109 49 4 174 40 31 16 2 89 13 117 24 1 155 503
8:45 AM 20 34 16 4 74 12 128 54 2 196 34 20 13 2 69 12 99 24 3 138 477
Total 63 133 78 20 294 56 525 210 12 803 159 102 59 8 328 54 644 99 8 805 2230
9:00 AM 15 22 12 0 49 16 94 49 1 160 40 24 8 1 73 10 96 14 0 120 402
9:15 AM 18 19 11 5 53 12 125 33 1 171 27 13 8 3 51 8 72 13 0 93 368
Total 33 41 23 5 102 28 219 82 2 331 67 37 16 4 124 18 168 27 0 213 770
Grand Total 171 338 224 59 792 187 1408 599 29 2223 525 278 178 37 1018 147 1607 247 17 2018 6051
Apprch %22% 43% 28% 7% 8% 63% 27% 1% 52% 27% 17% 4% 7% 80% 12% 1%
Total % 3% 6% 4% 1% 13% 3% 23% 10% 0% 37% 9% 5% 3% 1% 17% 2% 27% 4% 0% 33%
Page No
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
Start Date
Ashland St
Southbound Westbound Northbound Eastbound
Groups Printed ‐ Total
Tolman Creek Rd Ashland St Tolman Creek Rd
South Ashland Business Park TPRA D - 20
Turn Count Summary
Sandow Engineering
160 Madison Street Suite A
Eugene, Oregon, 97402
Location: Washington at Ashland , Ashland OR
GPS Coordinates:
Date: 2017-06-08
Day of week: Thursday
Weather:
Analyst:
Total vehicle traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
06:26 0 0 0 2 7 0 1 0 0 0 10 0 20
06:30 0 0 0 17 61 0 0 0 5 0 49 1 133
06:45 0 0 0 12 97 1 3 0 1 0 52 7 173
07:00 0 0 0 8 55 0 5 0 2 0 62 2 134
07:15 0 0 0 11 85 0 0 0 3 0 79 4 182
07:30 0 0 0 13 126 0 3 0 4 0 126 6 278
07:45 0 0 0 15 172 0 6 0 6 0 100 15 314
08:00 0 0 0 12 220 0 3 0 3 0 130 11 379
08:15 0 0 0 13 234 0 9 0 4 0 150 10 420
08:30 0 0 0 7 165 0 5 0 1 0 150 16 344
08:45 0 0 0 12 167 0 3 0 3 0 112 21 318
09:00 0 0 0 6 151 0 5 0 6 0 120 8 296
09:15 0 0 0 25 114 0 5 0 3 1 124 11 283
09:30 0 0 0 0 1 0 0 0 0 0 0 0 1
Car traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
06:26 0 0 0 2 7 0 1 0 0 0 10 0 20
06:30 0 0 0 17 59 0 0 0 5 0 48 1 130
06:45 0 0 0 12 93 1 3 0 1 0 50 7 167
07:00 0 0 0 8 50 0 5 0 2 0 60 2 127
07:15 0 0 0 11 78 0 0 0 3 0 76 4 172
07:30 0 0 0 12 122 0 3 0 4 0 121 6 268
07:45 0 0 0 15 169 0 6 0 5 0 94 15 304
08:00 0 0 0 11 217 0 3 0 3 0 128 11 373
08:15 0 0 0 13 233 0 6 0 4 0 142 10 408
08:30 0 0 0 7 162 0 4 0 1 0 146 16 336
08:45 0 0 0 11 158 0 3 0 3 0 107 21 303
09:00 0 0 0 6 146 0 5 0 5 0 116 8 286
09:15 0 0 0 25 111 0 5 0 3 1 117 10 272
09:30 0 0 0 0 1 0 0 0 0 0 0 0 1
Truck traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
06:26 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 0 0 0 0 2 0 0 0 0 0 1 0 3
06:45 0 0 0 0 4 0 0 0 0 0 1 0 5
07:00 0 0 0 0 5 0 0 0 0 0 2 0 7
07:15 0 0 0 0 7 0 0 0 0 0 3 0 10
07:30 0 0 0 1 4 0 0 0 0 0 5 0 10
07:45 0 0 0 0 3 0 0 0 1 0 5 0 9
08:00 0 0 0 1 3 0 0 0 0 0 2 0 6
08:15 0 0 0 0 1 0 3 0 0 0 7 0 11
08:30 0 0 0 0 3 0 1 0 0 0 4 0 8
08:45 0 0 0 1 9 0 0 0 0 0 5 0 15
09:00 0 0 0 0 5 0 0 0 1 0 4 0 10
09:15 0 0 0 0 3 0 0 0 0 0 7 1 11
09:30 0 0 0 0 0 0 0 0 0 0 0 0 0
Bicycle traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
06:26 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 0 0 0 0 0 0 0 0 0 0 0 0 0
06:45 0 0 0 0 0 0 0 0 0 0 1 0 1
07:00 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 0 0 0 0 0 0 0 0 0 0 1 0 1
08:00 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 0 0 0 0 0 0 0 0 0 0 1 0 1
08:30 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 0 0 0 0 0 0 0 0 0 0 0 0 0
09:15 0 0 0 0 0 0 0 0 0 0 0 0 0
09:30 0 0 0 0 0 0 0 0 0 0 0 0 0
Pedestrian volumes
Interval starts
NE NW SW SE
TotalLeftRightTotalLeftRightTotalLeftRightTotalLeftRightTotal
06:26 0 0 0 0 0 0 0 0 0 0 0 0 0
06:30 0 0 0 0 0 0 0 0 0 1 0 1 1
06:45 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 0 0 0 0 0 0 0 0 0 2 0 2 2
07:15 0 0 0 0 0 0 0 0 0 1 0 1 1
07:30 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 0 0 0 0 0 0 0 2 2 0 0 0 2
08:00 0 0 0 0 0 0 0 5 5 0 0 0 5
08:15 0 0 0 0 0 0 0 0 0 1 0 1 1
08:30 0 0 0 0 0 0 0 1 1 0 0 0 1
08:45 0 0 0 0 0 0 0 0 0 1 0 1 1
09:00 0 0 0 0 0 0 0 0 0 2 0 2 2
09:15 0 0 0 0 0 0 0 1 1 1 0 1 2
09:30 0 0 0 0 0 0 0 0 0 0 0 0 0 South Ashland Business Park TPRA D - 21
Intersection Peak Hour
08:00 - 09:00
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Vehicle Total 0 0 0 44 786 0 20 0 11 0 542 58 1461
Factor 0.00 0.00 0.00 0.85 0.84 0.00 0.56 0.00 0.69 0.00 0.90 0.69 0.87
Approach Factor 0.00 0.84 0.60 0.90
Peak Hour Vehicle Summary
Vehicle
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Car 0 0 0 42 770 0 16 0 11 0 523 58 1420
Truck 0 0 0 2 16 0 4 0 0 0 18 0 40
Bicycle 0 0 0 0 0 0 0 0 0 0 1 0 1
Peak Hour Pedestrians
NE NW SW SE
TotalLeftRightTotalLeftRightTotalLeftRightTotalLeftRightTotal
Pedestrians 0 0 0 0 0 0 0 6 6 2 0 2 8
South Ashland Business Park TPRA D - 22
Intersection Peak Hour
Location: Washington at Ashland , Ashland OR
GPS Coordinates:
Date: 2017-06-08
Day of week: Thursday
Weather:
Analyst:
SB: Washington
EB
:
A
s
h
l
a
n
d
WB
:
A
s
h
l
a
n
d
NB: Washington
0
542
58
0
786
44
0 0 0
20 0 11
Intersection Peak Hour
08:00 - 09:00
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Vehicle Total 0 0 0 44 786 0 20 0 11 0 542 58 1461
Factor 0.00 0.00 0.00 0.85 0.84 0.00 0.56 0.00 0.69 0.00 0.90 0.69 0.87
Approach Factor 0.00 0.84 0.60 0.90
South Ashland Business Park TPRA D - 23
Turn Count Summary
Sandow Engineering
160 Madison Street Suite A
Eugene, Oregon, 97402
Location: Washington at Ashland , Ashland OR
GPS Coordinates:
Date: 2017-06-07
Day of week: Wednesday
Weather:
Analyst:
Total vehicle traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
15:29 0 0 0 0 2 0 0 0 2 0 5 0 9
15:30 0 0 0 4 160 0 13 0 21 3 224 8 433
15:45 0 0 0 8 174 0 5 0 11 3 202 16 419
16:00 0 0 0 9 133 0 17 0 20 0 232 6 417
16:15 0 0 0 8 163 0 9 0 10 2 160 12 364
16:30 0 0 0 5 188 0 9 0 11 2 195 3 413
16:45 0 0 0 34 167 1 11 0 11 2 183 9 418
17:00 0 0 0 27 161 0 15 0 15 1 243 12 474
17:15 0 0 0 7 213 0 7 0 8 1 221 5 462
17:30 0 0 0 8 174 0 5 0 9 0 189 3 388
17:45 0 0 0 8 181 0 4 0 8 0 150 10 361
18:00 0 0 0 5 150 0 7 0 5 1 149 5 322
18:15 0 0 0 1 153 0 3 0 5 0 114 6 282
18:30 0 0 0 0 1 0 0 0 0 0 3 0 4
Car traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
15:29 0 0 0 0 2 0 0 0 1 0 4 0 7
15:30 0 0 0 4 156 0 13 0 21 3 218 8 423
15:45 0 0 0 8 171 0 5 0 11 3 199 16 413
16:00 0 0 0 9 133 0 17 0 20 0 228 6 413
16:15 0 0 0 8 161 0 9 0 10 2 160 12 362
16:30 0 0 0 5 183 0 9 0 11 2 192 3 405
16:45 0 0 0 34 164 1 11 0 11 2 178 9 410
17:00 0 0 0 27 158 0 14 0 14 1 237 12 463
17:15 0 0 0 7 208 0 7 0 8 1 218 5 454
17:30 0 0 0 8 172 0 5 0 9 0 188 3 385
17:45 0 0 0 8 178 0 4 0 8 0 147 10 355
18:00 0 0 0 5 150 0 7 0 5 1 148 5 321
18:15 0 0 0 1 152 0 3 0 5 0 114 6 281
18:30 0 0 0 0 1 0 0 0 0 0 3 0 4
Truck traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
15:29 0 0 0 0 0 0 0 0 1 0 0 0 1
15:30 0 0 0 0 1 0 0 0 0 0 5 0 6
15:45 0 0 0 0 2 0 0 0 0 0 3 0 5
16:00 0 0 0 0 0 0 0 0 0 0 4 0 4
16:15 0 0 0 0 1 0 0 0 0 0 0 0 1
16:30 0 0 0 0 5 0 0 0 0 0 2 0 7
16:45 0 0 0 0 1 0 0 0 0 0 4 0 5
17:00 0 0 0 0 3 0 0 0 0 0 2 0 5
17:15 0 0 0 0 4 0 0 0 0 0 3 0 7
17:30 0 0 0 0 2 0 0 0 0 0 1 0 3
17:45 0 0 0 0 1 0 0 0 0 0 1 0 2
18:00 0 0 0 0 0 0 0 0 0 0 1 0 1
18:15 0 0 0 0 0 0 0 0 0 0 0 0 0
18:30 0 0 0 0 0 0 0 0 0 0 0 0 0
Bicycle traffic
Interval starts
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
15:29 0 0 0 0 0 0 0 0 0 0 1 0 1
15:30 0 0 0 0 3 0 0 0 0 0 1 0 4
15:45 0 0 0 0 1 0 0 0 0 0 0 0 1
16:00 0 0 0 0 0 0 0 0 0 0 0 0 0
16:15 0 0 0 0 1 0 0 0 0 0 0 0 1
16:30 0 0 0 0 0 0 0 0 0 0 1 0 1
16:45 0 0 0 0 2 0 0 0 0 0 1 0 3
17:00 0 0 0 0 0 0 1 0 1 0 4 0 6
17:15 0 0 0 0 1 0 0 0 0 0 0 0 1
17:30 0 0 0 0 0 0 0 0 0 0 0 0 0
17:45 0 0 0 0 2 0 0 0 0 0 2 0 4
18:00 0 0 0 0 0 0 0 0 0 0 0 0 0
18:15 0 0 0 0 1 0 0 0 0 0 0 0 1
18:30 0 0 0 0 0 0 0 0 0 0 0 0 0
Pedestrian volumes
Interval starts
NE NW SW SE
TotalLeftRightTotalLeftRightTotalLeftRightTotalLeftRightTotal
15:29 0 0 0 0 0 0 0 0 0 0 0 0 0
15:30 0 0 0 0 0 0 0 1 1 0 0 0 1
15:45 0 0 0 0 0 0 0 2 2 1 0 1 3
16:00 0 0 0 0 0 0 0 1 1 2 0 2 3
16:15 0 0 0 0 0 0 0 3 3 1 0 1 4
16:30 2 0 2 0 1 1 0 0 0 1 0 1 4
16:45 0 0 0 0 0 0 0 2 2 0 0 0 2
17:00 0 0 0 0 0 0 0 2 2 0 0 0 2
17:15 0 0 0 0 0 0 0 1 1 0 0 0 1
17:30 0 0 0 0 0 0 0 1 1 0 0 0 1
17:45 0 0 0 0 0 0 1 0 1 0 0 0 1
18:00 0 0 0 0 0 0 0 0 0 0 0 0 0
18:15 0 0 0 0 0 0 0 2 2 1 0 1 3
18:30 0 0 0 0 0 0 0 0 0 0 0 0 0 South Ashland Business Park TPRA D - 24
Intersection Peak Hour
16:30 - 17:30
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Vehicle Total 0 0 0 73 729 1 42 0 45 6 842 29 1767
Factor 0.00 0.00 0.00 0.54 0.86 0.25 0.70 0.00 0.75 0.75 0.87 0.60 0.93
Approach Factor 0.00 0.91 0.73 0.86
Peak Hour Vehicle Summary
Vehicle
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Car 0 0 0 73 713 1 41 0 44 6 825 29 1732
Truck 0 0 0 0 13 0 0 0 0 0 11 0 24
Bicycle 0 0 0 0 3 0 1 0 1 0 6 0 11
Peak Hour Pedestrians
NE NW SW SE
TotalLeftRightTotalLeftRightTotalLeftRightTotalLeftRightTotal
Pedestrians 2 0 2 0 1 1 0 5 5 1 0 1 9
South Ashland Business Park TPRA D - 25
Intersection Peak Hour
Location: Washington at Ashland , Ashland OR
GPS Coordinates:
Date: 2017-06-07
Day of week: Wednesday
Weather:
Analyst:
SB: Washington
EB
:
A
s
h
l
a
n
d
WB
:
A
s
h
l
a
n
d
NB: Washington
6
842
29
1
729
73
0 0 0
42 0 45
Intersection Peak Hour
16:30 - 17:30
SouthBound Westbound Northbound Eastbound
TotalLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Vehicle Total 0 0 0 73 729 1 42 0 45 6 842 29 1767
Factor 0.00 0.00 0.00 0.54 0.86 0.25 0.70 0.00 0.75 0.75 0.87 0.60 0.93
Approach Factor 0.00 0.91 0.73 0.86
South Ashland Business Park TPRA D - 26
File Name : I-5SB_AshlandSt
Site Code : 00000007
Start Date : 6/8/2017
Page No : 1
North-South: I-5 SB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: All Vehicles
Groups Printed- Unshifted
I-5 SB Off
From North
Ashland St
From East
I-5 SB On
From South
Ashland St
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Uturn Thru Right Peds App. Total Int. Total
06:30 AM 24 0 65 0 89 1 15 0 1 17 0 0 0 0 0 0 56 2 0 58 164
06:45 AM 31 0 87 0 118 3 27 0 0 30 0 0 0 0 0 0 51 4 0 55 203
Total 55 0 152 0 207 4 42 0 1 47 0 0 0 0 0 0 107 6 0 113 367
07:00 AM 19 1 55 0 75 3 17 0 2 22 0 0 0 0 0 0 56 9 0 65 162
07:15 AM 28 0 70 1 99 5 27 0 0 32 0 0 0 0 0 0 74 5 0 79 210
07:30 AM 31 0 116 0 147 3 31 0 0 34 0 0 0 0 0 0 117 7 0 124 305
07:45 AM 58 0 158 0 216 6 31 0 0 37 0 0 0 0 0 0 105 6 0 111 364
Total 136 1 399 1 537 17 106 0 2 125 0 0 0 0 0 0 352 27 0 379 1041
08:00 AM 35 0 203 0 238 3 52 0 0 55 0 0 0 0 0 0 120 5 3 128 421
08:15 AM 38 0 205 0 243 6 48 0 1 55 0 0 0 0 0 1 156 11 0 168 466
08:30 AM 40 1 126 0 167 2 55 0 1 58 0 0 0 0 0 2 154 3 0 159 384
08:45 AM 47 0 120 0 167 4 64 0 0 68 0 0 0 0 0 2 122 5 1 130 365
Total 160 1 654 0 815 15 219 0 2 236 0 0 0 0 0 5 552 24 4 585 1636
09:00 AM 33 0 109 0 142 3 53 0 1 57 0 0 0 0 0 0 124 12 0 136 335
09:15 AM 38 1 98 0 137 8 50 0 0 58 0 0 0 0 0 1 126 10 0 137 332
*** BREAK ***
Total 71 1 207 0 279 11 103 0 1 115 0 0 0 0 0 1 250 22 0 273 667
*** BREAK ***
03:30 PM 37 0 136 0 173 5 62 0 0 67 0 0 0 0 0 0 235 16 1 252 492
03:45 PM 50 0 129 0 179 6 70 0 0 76 0 0 0 0 0 0 199 17 2 218 473
Total 87 0 265 0 352 11 132 0 0 143 0 0 0 0 0 0 434 33 3 470 965
04:00 PM 35 0 127 1 163 4 61 0 0 65 0 0 0 0 0 0 210 14 2 226 454
04:15 PM 49 0 117 0 166 4 62 0 1 67 0 0 0 0 0 2 202 13 0 217 450
04:30 PM 35 1 112 0 148 9 73 0 0 82 0 0 1 0 1 4 189 18 4 215 446
04:45 PM 43 0 101 1 145 9 86 0 5 100 0 0 0 0 0 3 170 13 0 186 431
Total 162 1 457 2 622 26 282 0 6 314 0 0 1 0 1 9 771 58 6 844 1781
05:00 PM 56 0 125 0 181 4 61 0 1 66 0 0 0 0 0 3 231 17 0 251 498
05:15 PM 38 0 153 0 191 2 67 0 1 70 0 0 0 0 0 5 246 13 0 264 525
05:30 PM 40 1 130 0 171 8 70 0 2 80 0 0 0 0 0 3 190 14 3 210 461
05:45 PM 48 0 120 0 168 9 60 0 0 69 0 0 0 0 0 1 178 8 0 187 424
Total 182 1 528 0 711 23 258 0 4 285 0 0 0 0 0 12 845 52 3 912 1908
06:00 PM 45 0 120 0 165 3 62 0 3 68 0 0 0 0 0 2 180 16 1 199 432
06:15 PM 35 1 92 0 128 5 58 0 3 66 0 0 0 0 0 2 154 20 0 176 370
Grand Total 933 6 2874 3 3816 115 1262 0 22 1399 0 0 1 0 1 31 3645 258 17 3951 9167
Apprch %24.4 0.2 75.3 0.1 8.2 90.2 0 1.6 0 0 100 0 0.8 92.3 6.5 0.4
Total %10.2 0.1 31.4 0 41.6 1.3 13.8 0 0.2 15.3 0 0 0 0 0 0.3 39.8 2.8 0.2 43.1
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 27
File Name : I-5SB_AshlandSt
Site Code : 00000007
Start Date : 6/8/2017
Page No : 2
North-South: I-5 SB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: All Vehicles
I-5 SB Off
From North
Ashland St
From East
I-5 SB On
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Utu
rn
Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins.35 0 203 0 238 3 52 0 0 55 0 0 0 0 0 0 120 5 3 128
+15 mins.38 0 205 0 243 6 48 0 1 55 0 0 0 0 0 1 156 11 0 168
+30 mins.40 1 126 0 167 2 55 0 1 58 0 0 0 0 0 2 154 3 0 159
+45 mins.47 0 120 0 167 4 64 0 0 68 0 0 0 0 0 2 122 5 1 130
Total Volume 160 1 654 0 815 15 219 0 2 236 0 0 0 0 0 5 552 24 4 585
% App. Total 19.6 0.1 80.2 0 6.4 92.8 0 0.8 0 0 0 0 0.9 94.4 4.1 0.7
PHF .851 .250 .798 .000 .838 .625 .855 .000 .500 .868 .000 .000 .000 .000 .000 .625 .885 .545 .333 .871
I-5 SB Off
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 SB On
Right
654
Thru
1
Left
160
Peds
0
In - Peak Hour: 08:00 AM
815
Rig
h
t
0
Th
r
u 21
9
Le
f
t
15
Pe
d
s
2
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
23
6
Left
0
Thru
0
Right
0
Peds
0
In - Peak Hour: 08:00 AM
0
Utu
r
n
5
Th
r
u
55
2
Ri
g
h
t
24
Pe
d
s
4
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
58
5
Unshifted
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 28
File Name : I-5SB_AshlandSt
Site Code : 00000007
Start Date : 6/8/2017
Page No : 3
North-South: I-5 SB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: All Vehicles
I-5 SB Off
From North
Ashland St
From East
I-5 SB On
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Utu
rn
Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:30 PM 03:30 PM 03:30 PM 03:30 PM
+0 mins.37 0 136 0 173 5 62 0 0 67 0 0 0 0 0 0 235 16 1 252
+15 mins.50 0 129 0 179 6 70 0 0 76 0 0 0 0 0 0 199 17 2 218
+30 mins.35 0 127 1 163 4 61 0 0 65 0 0 0 0 0 0 210 14 2 226
+45 mins.49 0 117 0 166 4 62 0 1 67 0 0 0 0 0 2 202 13 0 217
Total Volume 171 0 509 1 681 19 255 0 1 275 0 0 0 0 0 2 846 60 5 913
% App. Total 25.1 0 74.7 0.1 6.9 92.7 0 0.4 0 0 0 0 0.2 92.7 6.6 0.5
PHF .855 .000 .936 .250 .951 .792 .911 .000 .250 .905 .000 .000 .000 .000 .000 .250 .900 .882 .625 .906
I-5 SB Off
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 SB On
Right
509
Thru
0
Left
171
Peds
1
In - Peak Hour: 03:30 PM
681
Ri
g
h
t
0
Th
r
u
25
5
Le
f
t
19
Pe
d
s
1
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
27
5
Left
0
Thru
0
Right
0
Peds
0
In - Peak Hour: 03:30 PM
0
Ut
u
r
n
2
Th
r
u
84
6
Ri
g
h
t
60
Pe
d
s
5
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
91
3
Unshifted
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 29
File Name : I-5SB_AshlandSt
Site Code : 00000007
Start Date : 6/8/2017
Page No : 1
North-South: I-5 SB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: Heavy Vehicles & Cyclists
Groups Printed- Bank 1
I-5 SB Off
From North
Ashland St
From East
I-5 SB On
From South
Ashland St
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:30 AM 2 0 5 0 7 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 10
06:45 AM 7 0 8 0 15 1 2 0 0 3 0 0 0 0 0 0 1 0 1 2 20
Total 9 0 13 0 22 1 3 0 0 4 0 0 0 0 0 0 3 0 1 4 30
07:00 AM 2 0 8 0 10 1 2 0 0 3 0 0 0 0 0 0 3 1 0 4 17
07:15 AM 1 0 4 0 5 0 5 0 1 6 0 0 0 0 0 0 5 0 0 5 16
07:30 AM 1 0 7 0 8 1 1 0 0 2 0 0 0 0 0 0 7 1 0 8 18
07:45 AM 7 0 5 0 12 0 1 0 0 1 0 0 0 0 0 0 6 0 1 7 20
Total 11 0 24 0 35 2 9 0 1 12 0 0 0 0 0 0 21 2 1 24 71
08:00 AM 4 0 4 0 8 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4 15
08:15 AM 1 0 4 0 5 1 3 0 0 4 0 0 0 0 0 0 10 0 1 11 20
08:30 AM 5 0 5 0 10 0 3 0 0 3 0 0 0 0 0 0 10 0 0 10 23
08:45 AM 3 0 8 0 11 0 3 0 0 3 0 0 0 0 0 0 7 0 0 7 21
Total 13 0 21 0 34 1 12 0 0 13 0 0 0 0 0 0 31 0 1 32 79
09:00 AM 5 0 2 0 7 1 4 0 0 5 0 0 0 0 0 0 17 1 0 18 30
09:15 AM 8 0 6 0 14 2 2 0 1 5 0 0 0 0 0 0 13 1 0 14 33
*** BREAK ***
Total 13 0 8 0 21 3 6 0 1 10 0 0 0 0 0 0 30 2 0 32 63
*** BREAK ***
03:30 PM 7 0 7 0 14 0 3 0 0 3 0 0 0 0 0 0 11 1 0 12 29
03:45 PM 3 0 6 0 9 0 2 0 0 2 0 0 0 0 0 0 11 0 0 11 22
Total 10 0 13 0 23 0 5 0 0 5 0 0 0 0 0 0 22 1 0 23 51
04:00 PM 2 0 4 0 6 2 1 0 0 3 0 0 0 0 0 0 12 1 0 13 22
04:15 PM 2 0 2 0 4 0 1 0 0 1 0 0 0 0 0 0 6 0 1 7 12
04:30 PM 3 0 6 0 9 0 2 0 0 2 0 0 0 0 0 0 5 1 0 6 17
04:45 PM 1 0 2 0 3 0 1 0 0 1 0 0 0 0 0 0 8 0 0 8 12
Total 8 0 14 0 22 2 5 0 0 7 0 0 0 0 0 0 31 2 1 34 63
05:00 PM 2 0 1 0 3 0 2 0 1 3 0 0 0 0 0 0 4 0 0 4 10
05:15 PM 2 0 3 0 5 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 13
05:30 PM 1 0 4 0 5 0 1 0 0 1 0 0 0 0 0 0 4 0 0 4 10
05:45 PM 4 0 2 0 6 0 3 0 0 3 0 0 0 0 0 0 4 1 0 5 14
Total 9 0 10 0 19 0 9 0 1 10 0 0 0 0 0 0 17 1 0 18 47
06:00 PM 1 0 1 0 2 0 3 0 2 5 0 0 0 0 0 0 2 1 0 3 10
06:15 PM 1 0 3 0 4 1 1 0 1 3 0 0 0 0 0 0 3 1 0 4 11
Grand Total 75 0 107 0 182 10 53 0 6 69 0 0 0 0 0 0 160 10 4 174 425
Apprch %41.2 0 58.8 0 14.5 76.8 0 8.7 0 0 0 0 0 92 5.7 2.3
Total %17.6 0 25.2 0 42.8 2.4 12.5 0 1.4 16.2 0 0 0 0 0 0 37.6 2.4 0.9 40.9
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 30
File Name : I-5SB_AshlandSt
Site Code : 00000007
Start Date : 6/8/2017
Page No : 2
North-South: I-5 SB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: Heavy Vehicles & Cyclists
I-5 SB Off
From North
Ashland St
From East
I-5 SB On
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins.4 0 4 0 8 0 3 0 0 3 0 0 0 0 0 0 4 0 0 4
+15 mins.1 0 4 0 5 1 3 0 0 4 0 0 0 0 0 0 10 0 1 11
+30 mins.5 0 5 0 10 0 3 0 0 3 0 0 0 0 0 0 10 0 0 10
+45 mins.3 0 8 0 11 0 3 0 0 3 0 0 0 0 0 0 7 0 0 7
Total Volume 13 0 21 0 34 1 12 0 0 13 0 0 0 0 0 0 31 0 1 32
% App. Total 38.2 0 61.8 0 7.7 92.3 0 0 0 0 0 0 0 96.9 0 3.1
PHF .650 .000 .656 .000 .773 .250 1.000 .000 .000 .813 .000 .000 .000 .000 .000 .000 .775 .000 .250 .727
I-5 SB Off
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 SB On
Right
21
Thru
0
Left
13
Peds
0
In - Peak Hour: 08:00 AM
34
Rig
h
t
0
Th
r
u
12
Le
f
t
1
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
13
Left
0
Thru
0
Right
0
Peds
0
In - Peak Hour: 08:00 AM
0
Utu
r
n
0
Th
r
u
31
Ri
g
h
t
0
Pe
d
s
1
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
32
Bank 1
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 31
File Name : I-5SB_AshlandSt
Site Code : 00000007
Start Date : 6/8/2017
Page No : 3
North-South: I-5 SB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: Heavy Vehicles & Cyclists
I-5 SB Off
From North
Ashland St
From East
I-5 SB On
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:30 PM 03:30 PM 03:30 PM 03:30 PM
+0 mins.7 0 7 0 14 0 3 0 0 3 0 0 0 0 0 0 11 1 0 12
+15 mins.3 0 6 0 9 0 2 0 0 2 0 0 0 0 0 0 11 0 0 11
+30 mins.2 0 4 0 6 2 1 0 0 3 0 0 0 0 0 0 12 1 0 13
+45 mins.2 0 2 0 4 0 1 0 0 1 0 0 0 0 0 0 6 0 1 7
Total Volume 14 0 19 0 33 2 7 0 0 9 0 0 0 0 0 0 40 2 1 43
% App. Total 42.4 0 57.6 0 22.2 77.8 0 0 0 0 0 0 0 93 4.7 2.3
PHF .500 .000 .679 .000 .589 .250 .583 .000 .000 .750 .000 .000 .000 .000 .000 .000 .833 .500 .250 .827
I-5 SB Off
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 SB On
Right
19
Thru
0
Left
14
Peds
0
In - Peak Hour: 03:30 PM
33
Ri
g
h
t
0
Th
r
u
7
Le
f
t
2
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
9
Left
0
Thru
0
Right
0
Peds
0
In - Peak Hour: 03:30 PM
0
Ut
u
r
n
0
Th
r
u
40
Ri
g
h
t
2
Pe
d
s
1
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
43
Bank 1
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 32
File Name : I-5NB_AshlandSt
Site Code : 00000008
Start Date : 6/8/2017
Page No : 1
North-South: I-5 NB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: All Vehicles
Groups Printed- Unshifted
I-5 NB On
From North
Ashland St
From East
I-5 NB Off
From South
Ashland St
From West
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:30 AM 0 0 0 0 0 0 12 24 0 36 4 0 4 1 9 43 35 0 0 78 123
06:45 AM 0 0 0 0 0 0 26 27 0 53 4 0 2 2 8 42 40 0 1 83 144
Total 0 0 0 0 0 0 38 51 0 89 8 0 6 3 17 85 75 0 1 161 267
07:00 AM 0 0 0 0 0 0 15 25 0 40 5 0 2 0 7 48 30 0 0 78 125
07:15 AM 0 0 0 0 0 0 29 41 0 70 3 0 1 1 5 62 40 0 0 102 177
07:30 AM 0 0 0 0 0 0 29 61 0 90 5 0 1 0 6 94 52 0 0 146 242
07:45 AM 0 0 0 0 0 0 33 54 0 87 3 0 3 0 6 85 78 0 0 163 256
Total 0 0 0 0 0 0 106 181 0 287 16 0 7 1 24 289 200 0 0 489 800
08:00 AM 0 0 0 1 1 0 46 58 0 104 9 0 0 0 9 84 71 0 2 157 271
08:15 AM 0 0 0 0 0 0 47 56 0 103 6 0 7 1 14 110 84 0 1 195 312
08:30 AM 0 0 0 0 0 0 47 85 0 132 10 0 2 0 12 118 76 0 0 194 338
08:45 AM 0 0 0 1 1 0 57 35 0 92 11 0 8 0 19 84 85 0 1 170 282
Total 0 0 0 2 2 0 197 234 0 431 36 0 17 1 54 396 316 0 4 716 1203
09:00 AM 0 0 0 0 0 0 45 50 0 95 10 0 6 0 16 85 70 0 0 155 266
09:15 AM 0 0 0 0 0 0 50 44 0 94 6 0 5 1 12 80 85 0 0 165 271
*** BREAK ***
Total 0 0 0 0 0 0 95 94 0 189 16 0 11 1 28 165 155 0 0 320 537
*** BREAK ***
03:30 PM 0 0 0 2 2 3 57 79 0 139 11 0 16 1 28 156 116 0 1 273 442
03:45 PM 0 0 0 2 2 0 59 71 0 130 16 0 17 0 33 138 111 0 0 249 414
Total 0 0 0 4 4 3 116 150 0 269 27 0 33 1 61 294 227 0 1 522 856
04:00 PM 0 0 0 1 1 0 50 83 0 133 13 0 15 0 28 138 108 0 1 247 409
04:15 PM 0 0 0 0 0 0 57 63 1 121 10 0 11 0 21 126 125 0 1 252 394
04:30 PM 0 0 0 1 1 0 71 67 0 138 9 0 10 2 21 122 100 0 0 222 382
04:45 PM 0 0 0 0 0 0 84 60 0 144 10 0 8 1 19 111 102 0 2 215 378
Total 0 0 0 2 2 0 262 273 1 536 42 0 44 3 89 497 435 0 4 936 1563
05:00 PM 0 0 0 0 0 0 58 60 1 119 7 0 13 1 21 153 134 0 1 288 428
05:15 PM 0 0 0 0 0 0 56 72 0 128 13 0 18 0 31 162 121 1 0 284 443
05:30 PM 0 0 0 0 0 0 62 55 0 117 15 1 13 0 29 126 104 0 0 230 376
05:45 PM 0 0 0 0 0 0 53 43 0 96 16 0 12 0 28 112 114 0 2 228 352
Total 0 0 0 0 0 0 229 230 1 460 51 1 56 1 109 553 473 1 3 1030 1599
06:00 PM 0 0 0 0 0 0 52 44 4 100 12 0 16 2 30 115 106 3 2 226 356
06:15 PM 0 0 0 0 0 0 52 44 1 97 10 0 10 1 21 92 99 0 0 191 309
Grand Total 0 0 0 8 8 3 1147 1301 7 2458 218 1 200 14 433 2486 2086 4 15 4591 7490
Apprch %0 0 0 100 0.1 46.7 52.9 0.3 50.3 0.2 46.2 3.2 54.1 45.4 0.1 0.3
Total %0 0 0 0.1 0.1 0 15.3 17.4 0.1 32.8 2.9 0 2.7 0.2 5.8 33.2 27.9 0.1 0.2 61.3
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 33
File Name : I-5NB_AshlandSt
Site Code : 00000008
Start Date : 6/8/2017
Page No : 2
North-South: I-5 NB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: All Vehicles
I-5 NB On
From North
Ashland St
From East
I-5 NB Off
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins.0 0 0 1 1 0 46 58 0 104 9 0 0 0 9 84 71 0 2 157
+15 mins.0 0 0 0 0 0 47 56 0 103 6 0 7 1 14 110 84 0 1 195
+30 mins.0 0 0 0 0 0 47 85 0 132 10 0 2 0 12 118 76 0 0 194
+45 mins.0 0 0 1 1 0 57 35 0 92 11 0 8 0 19 84 85 0 1 170
Total Volume 0 0 0 2 2 0 197 234 0 431 36 0 17 1 54 396 316 0 4 716
% App. Total 0 0 0 100 0 45.7 54.3 0 66.7 0 31.5 1.9 55.3 44.1 0 0.6
PHF .000 .000 .000 .500 .500 .000 .864 .688 .000 .816 .818 .000 .531 .250 .711 .839 .929 .000 .500 .918
I-5 NB On
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 NB Off
Right
0
Thru
0
Left
0
Peds
2
In - Peak Hour: 08:00 AM
2
Rig
h
t
23
4
Th
r
u 19
7
Le
f
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
43
1
Left
36
Thru
0
Right
17
Peds
1
In - Peak Hour: 08:00 AM
54
Le
f
t
39
6
Th
r
u
31
6
Ri
g
h
t
0
Pe
d
s
4
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
71
6
Unshifted
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 34
File Name : I-5NB_AshlandSt
Site Code : 00000008
Start Date : 6/8/2017
Page No : 3
North-South: I-5 NB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: All Vehicles
I-5 NB On
From North
Ashland St
From East
I-5 NB Off
From South
Ashland St
From West
Start
Time Left Thru Right Peds App. Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total Left Thr
u
Rig
ht
Ped
s
App.
Total
Int.
Total
Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:30 PM 03:30 PM 03:30 PM 03:30 PM
+0 mins.0 0 0 2 2 3 57 79 0 139 11 0 16 1 28 156 116 0 1 273
+15 mins.0 0 0 2 2 0 59 71 0 130 16 0 17 0 33 138 111 0 0 249
+30 mins.0 0 0 1 1 0 50 83 0 133 13 0 15 0 28 138 108 0 1 247
+45 mins.0 0 0 0 0 0 57 63 1 121 10 0 11 0 21 126 125 0 1 252
Total Volume 0 0 0 5 5 3 223 296 1 523 50 0 59 1 110 558 460 0 3 1021
% App. Total 0 0 0 100 0.6 42.6 56.6 0.2 45.5 0 53.6 0.9 54.7 45.1 0 0.3
PHF .000 .000 .000 .625 .625 .250 .945 .892 .250 .941 .781 .000 .868 .250 .833 .894 .920 .000 .750 .935
I-5 NB On
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 NB Off
Right
0
Thru
0
Left
0
Peds
5
In - Peak Hour: 03:30 PM
5
Ri
g
h
t
29
6
Th
r
u
22
3
Le
f
t
3
Pe
d
s
1
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
52
3
Left
50
Thru
0
Right
59
Peds
1
In - Peak Hour: 03:30 PM
110
Le
f
t
55
8
Th
r
u
46
0
Ri
g
h
t
0
Pe
d
s
3
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
10
2
1
Unshifted
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 35
File Name : I-5NB_AshlandSt
Site Code : 00000008
Start Date : 6/8/2017
Page No : 1
North-South: I-5 NB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: Heavy Vehicles & Cyclists
Groups Printed- Bank 1
I-5 NB On
From North
Ashland St
From East
I-5 NB Off
From South
Ashland St
From West
Start Time Left Thru Right Cyclists App. Total Left Thru Right Cyclists App. Total Left Thru Right Cyclists App. Total Left Thru Right Cyclists App. Total Int. Total
06:30 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 0 0 1 2
06:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3 5 0 1 9 10
Total 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 4 5 0 1 10 12
07:00 AM 0 0 0 0 0 0 1 1 0 2 1 0 0 0 1 4 0 0 0 4 7
07:15 AM 0 0 0 0 0 0 3 1 0 4 0 0 0 1 1 1 3 0 0 4 9
07:30 AM 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 5 2 0 0 7 9
07:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 3 7 0 0 10 11
Total 0 0 0 0 0 0 5 4 0 9 1 0 0 1 2 13 12 0 0 25 36
08:00 AM 0 0 0 0 0 0 2 2 0 4 0 0 0 0 0 0 5 0 0 5 9
08:15 AM 0 0 0 0 0 0 3 3 0 6 0 0 0 0 0 3 3 0 1 7 13
08:30 AM 0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 2 6 0 0 8 11
08:45 AM 0 0 0 0 0 0 1 4 0 5 1 0 0 0 1 2 2 0 0 4 10
Total 0 0 0 0 0 0 8 10 0 18 1 0 0 0 1 7 16 0 1 24 43
09:00 AM 0 0 0 0 0 0 1 2 0 3 0 0 0 0 0 11 6 0 0 17 20
09:15 AM 0 0 0 0 0 0 1 2 0 3 0 0 1 1 2 3 6 0 0 9 14
*** BREAK ***
Total 0 0 0 0 0 0 2 4 0 6 0 0 1 1 2 14 12 0 0 26 34
*** BREAK ***
03:30 PM 0 0 0 0 0 0 1 2 0 3 0 0 2 0 2 5 6 0 0 11 16
03:45 PM 0 0 0 0 0 0 0 5 0 5 1 0 0 0 1 4 2 0 0 6 12
Total 0 0 0 0 0 0 1 7 0 8 1 0 2 0 3 9 8 0 0 17 28
04:00 PM 0 0 0 0 0 0 1 2 0 3 0 0 1 0 1 4 4 0 0 8 12
04:15 PM 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 1 1 0 1 3 5
04:30 PM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 1 2 0 0 3 5
04:45 PM 0 0 0 0 0 0 0 3 0 3 1 0 2 0 3 2 0 0 0 2 8
Total 0 0 0 0 0 0 2 7 0 9 2 0 3 0 5 8 7 0 1 16 30
05:00 PM 0 0 0 0 0 0 0 1 0 1 1 0 1 1 3 0 0 0 0 0 4
05:15 PM 0 0 0 0 0 0 3 1 0 4 0 0 3 0 3 0 0 0 0 0 7
05:30 PM 0 0 0 0 0 0 0 2 0 2 1 0 0 0 1 1 0 0 0 1 4
05:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 0 0 2 3
Total 0 0 0 0 0 0 3 4 0 7 3 0 4 1 8 1 2 0 0 3 18
06:00 PM 0 0 0 0 0 0 1 0 2 3 1 0 0 0 1 1 0 0 0 1 5
06:15 PM 0 0 0 0 0 0 0 0 1 1 0 0 1 0 1 0 1 0 0 1 3
Grand Total 0 0 0 0 0 0 23 37 3 63 9 0 11 3 23 57 63 0 3 123 209
Apprch %0 0 0 0 0 36.5 58.7 4.8 39.1 0 47.8 13 46.3 51.2 0 2.4
Total %0 0 0 0 0 0 11 17.7 1.4 30.1 4.3 0 5.3 1.4 11 27.3 30.1 0 1.4 58.9
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 36
File Name : I-5NB_AshlandSt
Site Code : 00000008
Start Date : 6/8/2017
Page No : 2
North-South: I-5 NB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: Heavy Vehicles & Cyclists
I-5 NB On
From North
Ashland St
From East
I-5 NB Off
From South
Ashland St
From West
Start
Time Left Thru Right Cyclists
App.
Total Left Thr
u
Rig
ht
Cyc
lists
App.
Total Left Thr
u
Rig
ht
Cyc
lists
App.
Total Left Thr
u
Rig
ht
Cyc
lists
App.
Total
Int.
Total
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins.0 0 0 0 0 0 2 2 0 4 0 0 0 0 0 0 5 0 0 5
+15 mins.0 0 0 0 0 0 3 3 0 6 0 0 0 0 0 3 3 0 1 7
+30 mins.0 0 0 0 0 0 2 1 0 3 0 0 0 0 0 2 6 0 0 8
+45 mins.0 0 0 0 0 0 1 4 0 5 1 0 0 0 1 2 2 0 0 4
Total Volume 0 0 0 0 0 0 8 10 0 18 1 0 0 0 1 7 16 0 1 24
% App. Total 0 0 0 0 0 44.4 55.6 0 100 0 0 0 29.2 66.7 0 4.2
PHF .000 .000 .000 .000 .000 .000 .667 .625 .000 .750 .250 .000 .000 .000 .250 .583 .667 .000 .250 .750
I-5 NB On
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 NB Off
Right
0
Thru
0
Left
0
Peds
0
In - Peak Hour: 08:00 AM
0
Rig
h
t
10
Th
r
u
8
Le
f
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
18
Left
1
Thru
0
Right
0
Peds
0
In - Peak Hour: 08:00 AM
1
Le
f
t
7
Th
r
u
16
Ri
g
h
t
0
Pe
d
s
1
In
-
P
e
a
k
H
o
u
r
:
0
8
:
0
0
A
M
24
Bank 1
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 37
File Name : I-5NB_AshlandSt
Site Code : 00000008
Start Date : 6/8/2017
Page No : 3
North-South: I-5 NB Ramps
East-West: Ashland Street
Weather: Overcast, warm
Veh Type: Heavy Vehicles & Cyclists
I-5 NB On
From North
Ashland St
From East
I-5 NB Off
From South
Ashland St
From West
Start
Time Left Thru Right Cyclists
App.
Total Left Thr
u
Rig
ht
Cyc
lists
App.
Total Left Thr
u
Rig
ht
Cyc
lists
App.
Total Left Thr
u
Rig
ht
Cyc
lists
App.
Total
Int.
Total
Peak Hour Analysis From 03:30 PM to 04:15 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:30 PM 03:30 PM 03:30 PM 03:30 PM
+0 mins.0 0 0 0 0 0 1 2 0 3 0 0 2 0 2 5 6 0 0 11
+15 mins.0 0 0 0 0 0 0 5 0 5 1 0 0 0 1 4 2 0 0 6
+30 mins.0 0 0 0 0 0 1 2 0 3 0 0 1 0 1 4 4 0 0 8
+45 mins.0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 1 1 0 1 3
Total Volume 0 0 0 0 0 0 2 11 0 13 1 0 3 0 4 14 13 0 1 28
% App. Total 0 0 0 0 0 15.4 84.6 0 25 0 75 0 50 46.4 0 3.6
PHF .000 .000 .000 .000 .000 .000 .500 .550 .000 .650 .250 .000 .375 .000 .500 .700 .542 .000 .250 .636
I-5 NB On
A
s
h
l
a
n
d
S
t
A
s
h
l
a
n
d
S
t
I-5 NB Off
Right
0
Thru
0
Left
0
Peds
0
In - Peak Hour: 03:30 PM
0
Ri
g
h
t
11
Th
r
u
2
Le
f
t
0
Pe
d
s
0
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
13
Left
1
Thru
0
Right
3
Peds
0
In - Peak Hour: 03:30 PM
4
Le
f
t
14
Th
r
u
13
Ri
g
h
t
0
Pe
d
s
1
In
-
P
e
a
k
H
o
u
r
:
0
3
:
3
0
P
M
28
Bank 1
Peak Hour Data
North
Southern Oregon
Transportation Engineering, LLC
Medford, Or. 97504
South Ashland Business Park TPRA D - 38
: 6/8/2017
: 1
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 00000010010030382001014
6:45 AM 000000000000101111001213
Total 000000100100404193002227
7:00 AM 000000000000505200027
7:15 AM 0000000000001015220910
7:30 AM 0100102002004047110916
7:45 AM 00000010010050593001218
Total 01001030030015015236303251
8:00 AM 00000021030030393001218
8:15 AM 0000000000006068100915
8:30 AM 000000100100404123101621
8:45 AM 000000000000303113101518
Total 000000310400160164010205272
9:00 AM 0000000000005054300712
9:15 AM 101020010100606140001423
Total 10102001010011011183002135
Grand Total 111030720900460461002250127185
Apprch %33% 33% 33% 0% 0% 78% 22% 0% 0% 0%100%0% 79% 17% 4% 0%
Total % 1% 1% 1% 0% 2% 0% 4% 1% 0% 5% 0% 0% 25% 0% 25% 54% 12% 3% 0% 69%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Driveway
Southbound Westbound Northbound Eastbound
Washington St Jefferson Ave Washington St
Page No
File Name
Start Date
Groups Printed ‐ Vehicles
AM Jefferson Ave @
Washington St
South Ashland Business Park TPRA D - 39
: 6/8/2017
: 2
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000000000000000000
6:45 AM 000000000000000000000
Total 000000000000000000000
7:00 AM 000000000000000000000
7:15 AM 000000000000000000000
7:30 AM 000000000000000000000
7:45 AM 000000000000000000000
Total 000000000000000000000
8:00 AM 000000000000000100011
8:15 AM 000000000000000000000
8:30 AM 000000100100000000001
8:45 AM 000000000000000010011
Total 000000100100000110023
9:00 AM 000000000000101000001
9:15 AM 000000000000000000000
Total 000000000000101000001
Grand Total 000000100100101110024
Apprch %0% 0% 0% 0% 0%100%0% 0% 0% 0%100%0% 50% 50% 0% 0%
Total % 0% 0% 0% 0% 0% 0% 25% 0% 0% 25% 0% 0% 25% 0% 25% 25% 25% 0% 0% 50%
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Groups Printed ‐ Trucks
Driveway Washington St
Page No
AM Jefferson Ave @
Washington St
Jefferson Ave Washington St
Southbound Westbound Northbound Eastbound
File Name
Start Date
South Ashland Business Park TPRA D - 40
: 6/8/2017
: 3
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000000000000000000
6:45 AM 000000000000000000000
Total 000000000000000000000
7:00 AM 000000000000000000000
7:15 AM 000000000000000000000
7:30 AM 000000000000000000000
7:45 AM 000000000000000000000
Total 000000000000000000000
8:00 AM 000000000000000000000
8:15 AM 000000000000000000000
8:30 AM 000000000000000000000
8:45 AM 000000000000000000000
Total 000000000000000000000
9:00 AM 000000000000000000000
9:15 AM 000000000000000010011
Total 000000000000000010011
Grand Total 000000000000000010011
Apprch %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%100%0% 0%
Total % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%100%0% 0%100%
AM Jefferson Ave @
Washington St
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
Start Date
Page No
Groups Printed ‐ Bicycles
Driveway Washington St Jefferson Ave Washington St
Southbound Westbound Northbound Eastbound
South Ashland Business Park TPRA D - 41
: 6/8/2017
: 4
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 00000010010030382001014
6:45 AM 000000000000101111001213
Total 000000100100404193002227
7:00 AM 000000000000505200027
7:15 AM 0000000000001015220910
7:30 AM 0100102002004047110916
7:45 AM 00000010010050593001218
Total 01001030030015015236303251
8:00 AM 000000210300303103001319
8:15 AM 0000000000006068100915
8:30 AM 000000200200404123101622
8:45 AM 000000000000303114101619
Total 000000410500160164111205475
9:00 AM 0000000000006064300713
9:15 AM 101020010100606141001524
Total 10102001010012012184002237
Grand Total 1110308201000470471012450130190
Apprch %33% 33% 33% 0% 0% 80% 20% 0% 0% 0%100%0% 78% 18% 4% 0%
Total % 1% 1% 1% 0% 2% 0% 4% 1% 0% 5% 0% 0% 25% 0% 25% 53% 13% 3% 0% 68%
AM Jefferson Ave @
Washington St
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
Start Date
Page No
Washington St
Southbound Westbound Northbound Eastbound
Groups Printed ‐ Total
Driveway Washington St Jefferson Ave
SANDOWENGINEERING llc.
South Ashland Business Park TPRA D - 42
: 6/7/2017
: 1
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000700700190194000430
6:45 AM 11002050050040445201122
Total 110020120012002302385201552
7:00 AM 00000011001100190194100535
7:15 AM 0000004004005057200918
7:30 AM 0000007007008085000520
7:45 AM 20002030030090983101226
Total 2000202500250041041246103199
8:00 AM 1000101001009096200819
8:15 AM 000000110200404200028
8:30 AM 0000001001104055000511
8:45 AM 100010300300404102001220
Total 20002061071021022234002758
9:00 AM 0000003003006064000413
9:15 AM 000000400400303110029
Total 0000007007009095100622
Grand Total 510060501051109409560163079231
Apprch %83% 17% 0% 0% 0% 98% 2% 0% 1% 0%99%0% 76% 20% 4% 0%
Total % 2% 0% 0% 0% 3% 0% 22% 0% 0% 22% 0% 0% 41% 0% 41% 26% 7% 1% 0% 34%
File Name
Start Date
Groups Printed ‐ Vehicles
PM Jefferson Ave @
Washington St
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Driveway
Southbound Westbound Northbound Eastbound
Washington St Jefferson Ave Washington St
Page No
South Ashland Business Park TPRA D - 43
: 6/7/2017
: 2
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000000000000000000
6:45 AM 000000000000000000000
Total 000000000000000000000
7:00 AM 000000000000000000000
7:15 AM 000000000000000000000
7:30 AM 000000000000000000000
7:45 AM 000000000000000000000
Total 000000000000000000000
8:00 AM 000000000000000000000
8:15 AM 000000000000000000000
8:30 AM 000000000000000000000
8:45 AM 000000000000000000000
Total 000000000000000000000
9:00 AM 000000000000000000000
9:15 AM 000000000000000000000
Total 000000000000000000000
Grand Total 000000000000000000000
Apprch %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Southbound Westbound Northbound Eastbound
File Name
Start Date
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
Groups Printed ‐ Trucks
Driveway Washington St
Page No
PM Jefferson Ave @
Washington St
Jefferson Ave Washington St
South Ashland Business Park TPRA D - 44
: 6/7/2017
: 3
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000000000000000000
6:45 AM 000000000000000000000
Total 000000000000000000000
7:00 AM 000000000000000000000
7:15 AM 000000000000000000000
7:30 AM 000000000000000000000
7:45 AM 000000000000000000000
Total 000000000000000000000
8:00 AM 000000000000000000000
8:15 AM 000000000000000000000
8:30 AM 000000000000000000000
8:45 AM 000000000000000000000
Total 000000000000000000000
9:00 AM 000000000000000000000
9:15 AM 000000000000000000000
Total 000000000000000000000
Grand Total 000000000000000000000
Apprch %0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Total % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Washington St
Southbound Westbound Northbound Eastbound
Page No
Groups Printed ‐ Bicycles
Driveway Washington St Jefferson Ave
SANDOWENGINEERING llc.
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
Start Date
PM Jefferson Ave @
Washington St
South Ashland Business Park TPRA D - 45
: 6/7/2017
: 4
Start Time Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Right Thru Left Peds
App.
Total Int. Total
6:30 AM 000000700700190194000430
6:45 AM 11002050050040445201122
Total 110020120012002302385201552
7:00 AM 00000011001100190194100535
7:15 AM 0000004004005057200918
7:30 AM 0000007007008085000520
7:45 AM 20002030030090983101226
Total 2000202500250041041246103199
8:00 AM 1000101001009096200819
8:15 AM 000000110200404200028
8:30 AM 0000001001104055000511
8:45 AM 100010300300404102001220
Total 20002061071021022234002758
9:00 AM 0000003003006064000413
9:15 AM 000000400400303110029
Total 0000007007009095100622
Grand Total 510060501051109409560163079231
Apprch %83% 17% 0% 0% 0% 98% 2% 0% 1% 0%99%0% 76% 20% 4% 0%
Total % 2% 0% 0% 0% 3% 0% 22% 0% 0% 22% 0% 0% 41% 0% 41% 26% 7% 1% 0% 34%
SANDOWENGINEERING llc.
Start Date
Page No
Washington St
Southbound Westbound Northbound Eastbound
Groups Printed ‐ Total
Driveway Washington St Jefferson Ave
PM Jefferson Ave @
Washington St
160 Madison Street Suite A
Eugene, Oregon 97402
File Name
South Ashland Business Park TPRA D - 46
SANDOW ENGINEERING
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15
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SB
South Ashland Business Park TPRA E - 2
54
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3
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1
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%
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53
3
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1:
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14
1
1
3
7
South Ashland Business Park TPRA E - 3
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2:
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k
s
South Ashland Business Park TPRA E - 4
2:
N
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To
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3:
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4:
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South Ashland Business Park TPRA E - 20
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9:
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South Ashland Business Park TPRA E - 21
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9:
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South Ashland Business Park TPRA E - 22
Ex
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2:
N
o
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a
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A
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A
s
h
l
a
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d
St
3: T
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m
a
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C
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k
R
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@
Ash
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South Ashland Business Park
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)86 704 54 214 542 64 63 91 191 62 103 59
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.989 0.984 0.898 0.945
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3258 0 1630 3233 0 1662 1535 0 1662 1643 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3258 0 1630 3233 0 1662 1535 0 1662 1643 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)7 13 83 22
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 663 2398 1812
Travel Time (s)32.7 12.9 65.4 49.4
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)105 859 66 261 661 78 77 111 233 76 126 72
Shared Lane Traffic (%)
Lane Group Flow (vph) 105 925 0 261 739 0 77 344 0 76 198 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA F - 1
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)19.0 45.0 29.0 55.0 16.0 33.0 13.0 30.0
Total Split (%)15.8% 37.5% 24.2% 45.8% 13.3% 27.5% 10.8% 25.0%
Maximum Green (s) 14.5 40.5 24.5 50.5 12.0 29.0 9.0 26.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 11.9 34.9 21.2 48.1 9.6 23.0 8.5 21.8
Actuated g/C Ratio 0.12 0.34 0.21 0.47 0.09 0.23 0.08 0.21
v/c Ratio 0.54 0.82 0.77 0.48 0.49 0.83 0.55 0.54
Control Delay 59.4 39.2 57.4 22.6 61.0 49.0 67.4 40.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 59.4 39.2 57.4 22.6 61.0 49.0 67.4 40.7
LOS ED EC ED ED
Approach Delay 41.3 31.7 51.2 48.1
Approach LOS DCDD
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 101.4
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 40.0 Intersection LOS: D
Intersection Capacity Utilization 70.9%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA F - 2
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)86 704 54 214 542 64 63 91 191 62 103 59
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3259 1630 3233 1662 1536 1662 1644
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3259 1630 3233 1662 1536 1662 1644
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Adj. Flow (vph)105 859 66 261 661 78 77 111 233 76 126 72
RTOR Reduction (vph)05007006400170
Lane Group Flow (vph) 105 920 0 261 732 0 77 280 0 76 181 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 9.1 36.0 20.7 47.6 7.6 23.0 6.4 21.8
Effective Green, g (s) 9.6 36.5 21.2 48.1 7.6 23.0 6.4 21.8
Actuated g/C Ratio 0.09 0.35 0.21 0.47 0.07 0.22 0.06 0.21
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 153 1153 335 1508 122 342 103 347
v/s Ratio Prot 0.06 c0.28 c0.16 0.23 c0.05 c0.18 0.05 0.11
v/s Ratio Perm
v/c Ratio 0.69 0.80 0.78 0.49 0.63 0.82 0.74 0.52
Uniform Delay, d1 45.3 30.0 38.7 19.0 46.4 38.1 47.5 36.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 11.1 4.2 10.5 0.3 9.0 13.7 22.6 1.1
Delay (s)56.4 34.2 49.2 19.3 55.3 51.7 70.1 37.1
Level of Service E C D B E D E D
Approach Delay (s)36.4 27.1 52.4 46.3
Approach LOS DCDD
Intersection Summary
HCM 2000 Control Delay 36.5 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 103.1 Sum of lost time (s)16.0
Intersection Capacity Utilization 70.9% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA F - 3
Lanes, Volumes, Timings
4: Washington St & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)870 29 73 755 41 44
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.995 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3277 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3277 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)663 474 899
Travel Time (s)12.9 9.2 24.5
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)926 31 78 803 44 47
Shared Lane Traffic (%)
Lane Group Flow (vph) 957 0 78 803 44 47
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.8% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA F - 4
HCM 2010 TWSC
4: Washington St & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 1.3
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 870 29 73 755 41 44
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 926 31 78 803 44 47
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 956 0 1498 478
Stage 1 - -- -941 -
Stage 2 - -- -557 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 727 -115 539
Stage 1 - -- -345 -
Stage 2 - -- -543 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 727 -103 539
Mov Cap-2 Maneuver - -- -229 -
Stage 1 - -- -345 -
Stage 2 - -- -485 -
Approach EB WB NB
HCM Control Delay, s 0 0.9 18.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)229 539 - - 727 -
HCM Lane V/C Ratio 0.19 0.087 - - 0.107 -
HCM Control Delay (s) 24.4 12.3 - - 10.5 -
HCM Lane LOS C B - - B -
HCM 95th %tile Q(veh) 0.7 0.3 - - 0.4 -
South Ashland Business Park TPRA F - 5
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 870 63 25 299 00001791511
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.109 0.953
Satd. Flow (perm)0 1699 1458 191 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)84 568
Link Speed (mph)35 35 45 45
Link Distance (ft)474 560 744 614
Travel Time (s)9.2 10.9 11.3 9.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 967 70 28 332 00001991568
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 967 70 28 332 00000200568
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA F - 6
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s)0.0 0.0
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Detector Phase 2216 444
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0 4.0 6.0 6.0 6.0
Minimum Split (s)14.5 14.5 13.0 14.0 13.0 13.0 13.0
Total Split (s)60.0 60.0 13.0 73.0 17.0 17.0 17.0
Total Split (%)66.7% 66.7% 14.4% 81.1%18.9% 18.9% 18.9%
Maximum Green (s)55.5 55.5 8.5 68.5 11.6 11.6 11.6
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s)-0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5 2.5
Minimum Gap (s)2.7 2.7 2.0 2.7 2.0 2.0 2.0
Time Before Reduce (s)10.0 10.0 8.0 10.0 8.0 8.0 8.0
Time To Reduce (s)13.0 13.0 4.0 13.0 4.0 4.0 4.0
Recall Mode Min Min None Min None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)19.1 19.1 21.7 19.0 19.0 19.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)45.6 45.6 48.9 48.9 13.5 13.5
Actuated g/C Ratio 0.64 0.64 0.69 0.69 0.19 0.19
v/c Ratio 0.88 0.07 0.11 0.28 0.66 0.77
Control Delay 22.8 1.3 3.6 4.4 44.2 11.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.8 1.3 3.6 4.4 44.2 11.8
LOS C A A A D B
Approach Delay 21.4 4.3 20.2
Approach LOS C A C
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 70.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 18.1 Intersection LOS: B
Intersection Capacity Utilization 73.9% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 5: I-5 SB Ramp & Ashland Street
South Ashland Business Park TPRA F - 7
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 870 63 25 299 00001791511
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.11 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 191 1699 1588 1458
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 967 70 28 332 00001991568
RTOR Reduction (vph) 0 0 26 00000000464
Lane Group Flow (vph) 0 967 44 28 332 00000200104
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)45.0 45.0 51.3 51.3 12.0 12.0
Effective Green, g (s)45.5 45.5 51.8 51.8 13.4 13.4
Actuated g/C Ratio 0.62 0.62 0.71 0.71 0.18 0.18
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1056 906 181 1202 290 266
v/s Ratio Prot c0.57 0.00 c0.20
v/s Ratio Perm 0.03 0.10 0.13 0.07
v/c Ratio 0.92 0.05 0.15 0.28 0.69 0.39
Uniform Delay, d1 12.2 5.4 10.6 3.9 28.0 26.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 12.2 0.0 0.3 0.2 6.1 0.7
Delay (s)24.4 5.4 10.9 4.1 34.1 27.0
Level of Service C A B A C C
Approach Delay (s)23.1 4.6 0.0 28.8
Approach LOS C A A C
Intersection Summary
HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 73.2 Sum of lost time (s)12.0
Intersection Capacity Utilization 73.9% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA F - 8
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)571 478 0 0 283 270 41 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.343 0.950
Satd. Flow (perm)594 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)293 73
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)621 520 0 0 308 293 45 0 55 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 621 520 0 0 308 293 0 45 55 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA F - 9
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 14.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)23.0 58.2 35.2 35.2 31.8 31.8 31.8
Total Split (%)25.6% 64.7%39.1% 39.1% 35.3% 35.3% 35.3%
Maximum Green (s) 18.5 53.7 30.7 30.7 26.4 26.4 26.4
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)39.6 40.8 15.8 15.8 8.6 8.6
Actuated g/C Ratio 0.74 0.77 0.30 0.30 0.16 0.16
v/c Ratio 0.75 0.39 0.60 0.46 0.18 0.20
Control Delay 14.0 4.3 22.2 4.9 24.2 6.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.0 4.3 22.2 4.9 24.2 6.9
LOS BA CA CA
Approach Delay 9.6 13.8 14.7
Approach LOS A B B
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 53.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 11.2 Intersection LOS: B
Intersection Capacity Utilization 73.9% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA F - 10
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)571 478 0 0 283 270 41 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.34 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)595 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)621 520 0 0 308 293 45 0 55 0 0 0
RTOR Reduction (vph)000002080048000
Lane Group Flow (vph) 621 520 0 0 308 85 0 45 7000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 39.1 39.1 15.4 15.4 5.5 5.5
Effective Green, g (s) 39.6 39.6 15.9 15.9 6.9 6.9
Actuated g/C Ratio 0.73 0.73 0.29 0.29 0.13 0.13
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 812 1271 505 425 194 168
v/s Ratio Prot c0.28 0.30 0.18
v/s Ratio Perm c0.28 0.06 0.03 0.01
v/c Ratio 0.76 0.41 0.61 0.20 0.23 0.04
Uniform Delay, d1 5.2 2.9 16.6 14.5 21.4 20.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.1 0.3 2.4 0.3 0.4 0.1
Delay (s)9.3 3.2 19.0 14.8 21.9 21.0
Level of Service A A B B C C
Approach Delay (s)6.5 17.0 21.4 0.0
Approach LOS A B C A
Intersection Summary
HCM 2000 Control Delay 10.7 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 54.5 Sum of lost time (s)12.0
Intersection Capacity Utilization 73.9% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA F - 11
Lanes, Volumes, Timings
10: Site Driveway & Washington St 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 23
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)5 0 0 13 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1750 0 0 1750 1750 0
Flt Permitted
Satd. Flow (perm) 1750 0 0 1750 1750 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Heavy Vehicles (%)0% 0% 0% 0% 0% 0%
Adj. Flow (vph)7 0 0 19 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 7 0 0 19 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 6.7%ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA F - 12
HCM 2010 TWSC
10: Site Driveway & Washington St 8/3/2017
South Ashland Business Park 12/1/2016 2017 PM - Existing Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 5 0 0 13 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -- -0 -
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 70 70 70 70 70 70
Heavy Vehicles, %0 0 0 0 0 0
Mvmt Flow 7 0 0 19 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 7 0 26 7
Stage 1 - -- -7 -
Stage 2 - -- -19 -
Critical Hdwy - - 4.1 -6.4 6.2
Critical Hdwy Stg 1 - -- -5.4 -
Critical Hdwy Stg 2 - -- -5.4 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 1627 -995 1081
Stage 1 - -- -1021 -
Stage 2 - -- -1009 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1627 -995 1081
Mov Cap-2 Maneuver - -- -995 -
Stage 1 - -- -1021 -
Stage 2 - -- -1009 -
Approach EB WB NB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)- - - 1627 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
South Ashland Business Park TPRA F - 13
SANDOW ENGINEERING
AP
P
E
N
D
I
X
G
:
20
1
9
SY
N
C
H
R
O
O
U
T
P
U
T
South Ashland Business Park
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)91 735 66 207 529 65 99 97 191 61 107 60
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.984 0.900 0.946
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3255 0 1630 3232 0 1662 1539 0 1662 1645 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3255 0 1630 3232 0 1662 1539 0 1662 1645 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)9 13 78 21
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 724 696 1812
Travel Time (s)32.7 14.1 19.0 49.4
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)111 896 80 252 645 79 121 118 233 74 130 73
Shared Lane Traffic (%)
Lane Group Flow (vph) 111 976 0 252 724 0 121 351 0 74 203 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA G - 1
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)20.0 47.0 27.0 54.0 19.0 33.0 13.0 27.0
Total Split (%)16.7% 39.2% 22.5% 45.0% 15.8% 27.5% 10.8% 22.5%
Maximum Green (s) 15.5 42.5 22.5 49.5 15.0 29.0 9.0 23.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 12.3 37.1 20.2 45.0 12.0 25.8 8.3 19.0
Actuated g/C Ratio 0.12 0.35 0.19 0.43 0.11 0.25 0.08 0.18
v/c Ratio 0.58 0.85 0.81 0.52 0.64 0.81 0.57 0.65
Control Delay 60.4 40.2 63.6 24.4 64.3 46.7 69.9 48.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.4 40.2 63.6 24.4 64.3 46.7 69.9 48.2
LOS ED EC ED ED
Approach Delay 42.2 34.5 51.2 54.0
Approach LOS DCDD
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 105.1
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 42.2 Intersection LOS: D
Intersection Capacity Utilization 72.1%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA G - 2
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)91 735 66 207 529 65 99 97 191 61 107 60
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3254 1630 3231 1662 1540 1662 1645
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3254 1630 3231 1662 1540 1662 1645
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Adj. Flow (vph)111 896 80 252 645 79 121 118 233 74 130 73
RTOR Reduction (vph)06007005900170
Lane Group Flow (vph) 111 970 0 252 717 0 121 292 0 74 186 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 11.8 36.6 19.7 44.5 12.0 25.8 6.5 20.3
Effective Green, g (s) 12.3 37.1 20.2 45.0 12.0 25.8 6.5 20.3
Actuated g/C Ratio 0.12 0.35 0.19 0.43 0.11 0.24 0.06 0.19
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 191 1143 311 1376 188 376 102 316
v/s Ratio Prot 0.07 c0.30 c0.15 0.22 c0.07 c0.19 0.04 0.11
v/s Ratio Perm
v/c Ratio 0.58 0.85 0.81 0.52 0.64 0.78 0.73 0.59
Uniform Delay, d1 44.2 31.7 40.9 22.3 44.8 37.2 48.7 38.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.7 6.3 14.3 0.5 6.5 9.3 21.2 2.3
Delay (s)47.9 37.9 55.2 22.8 51.3 46.5 69.9 41.2
Level of Service D D E C D D E D
Approach Delay (s) 39.0 31.2 47.8 48.8
Approach LOS DCDD
Intersection Summary
HCM 2000 Control Delay 38.7 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 105.6 Sum of lost time (s)16.0
Intersection Capacity Utilization 72.1% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA G - 3
Lanes, Volumes, Timings
4: Washington St & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)916 13 77 767 5 60
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.998 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3286 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3286 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)724 413 696
Travel Time (s)14.1 8.0 19.0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)974 14 82 816 5 64
Shared Lane Traffic (%)
Lane Group Flow (vph) 988 0 82 816 5 64
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 45.9% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 4
HCM 2010 TWSC
4: Washington St & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 916 13 77 767 5 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 974 14 82 816 5 64
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 988 0 1553 494
Stage 1 - -- -981 -
Stage 2 - -- -572 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 708 -106 526
Stage 1 - -- -329 -
Stage 2 - -- -534 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 708 -94 526
Mov Cap-2 Maneuver - -- -218 -
Stage 1 - -- -329 -
Stage 2 - -- -472 -
Approach EB WB NB
HCM Control Delay, s 0 1 13.5
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)218 526 - - 708 -
HCM Lane V/C Ratio 0.024 0.121 - - 0.116 -
HCM Control Delay (s) 21.9 12.8 - - 10.7 -
HCM Lane LOS C B - - B -
HCM 95th %tile Q(veh) 0.1 0.4 - - 0.4 -
South Ashland Business Park TPRA G - 5
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 926 69 26 311 00001831525
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.102 0.953
Satd. Flow (perm)0 1699 1458 178 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)63 582
Link Speed (mph)35 35 45 45
Link Distance (ft)413 560 744 614
Travel Time (s)8.0 10.9 11.3 9.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 1029 77 29 346 00002031583
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1029 77 29 346 00000204583
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA G - 6
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s)0.0 0.0
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Detector Phase 2216 444
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0 4.0 6.0 6.0 6.0
Minimum Split (s)30.6 30.6 13.0 33.2 31.4 31.4 31.4
Total Split (s)75.6 75.6 13.0 88.6 31.4 31.4 31.4
Total Split (%)63.0% 63.0% 10.8% 73.8%26.2% 26.2% 26.2%
Maximum Green (s)71.1 71.1 8.5 84.1 26.0 26.0 26.0
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s)-0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5 2.5
Minimum Gap (s)2.7 2.7 2.0 2.7 2.0 2.0 2.0
Time Before Reduce (s)10.0 10.0 8.0 10.0 8.0 8.0 8.0
Time To Reduce (s)13.0 13.0 4.0 13.0 4.0 4.0 4.0
Recall Mode Min Min None Min None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)19.1 19.1 21.7 19.0 19.0 19.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)71.6 71.6 77.4 77.4 21.1 21.1
Actuated g/C Ratio 0.67 0.67 0.73 0.73 0.20 0.20
v/c Ratio 0.90 0.08 0.14 0.28 0.65 0.77
Control Delay 30.0 3.3 6.3 6.3 50.3 11.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.0 3.3 6.3 6.3 50.3 11.1
LOS C A A A D B
Approach Delay 28.2 6.3 21.2
Approach LOS C A C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 106.6
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 22.1 Intersection LOS: C
Intersection Capacity Utilization 77.3% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 5: I-5 SB Ramp & Ashland Street
South Ashland Business Park TPRA G - 7
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 926 69 26 311 00001831525
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.10 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 179 1699 1588 1458
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 1029 77 29 346 00002031583
RTOR Reduction (vph) 0 0 21 00000000469
Lane Group Flow (vph) 0 1029 56 29 346 00000204114
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)71.1 71.1 78.9 78.9 19.7 19.7
Effective Green, g (s)71.6 71.6 79.4 79.4 21.1 21.1
Actuated g/C Ratio 0.66 0.66 0.73 0.73 0.19 0.19
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1121 962 182 1243 308 283
v/s Ratio Prot c0.61 0.01 c0.20
v/s Ratio Perm 0.04 0.11 0.13 0.08
v/c Ratio 0.92 0.06 0.16 0.28 0.66 0.40
Uniform Delay, d1 15.9 6.5 15.8 4.9 40.4 38.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 11.9 0.0 0.3 0.2 4.8 0.7
Delay (s)27.8 6.6 16.1 5.1 45.2 38.9
Level of Service C A B A D D
Approach Delay (s)26.3 5.9 0.0 40.5
Approach LOS C A A D
Intersection Summary
HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 108.5 Sum of lost time (s)12.0
Intersection Capacity Utilization 77.3% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA G - 8
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)609 500 0 0 295 281 42 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.334 0.950
Satd. Flow (perm)579 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)305 73
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)662 543 0 0 321 305 46 0 55 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 662 543 0 0 321 305 0 46 55 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA G - 9
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 14.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)23.0 58.2 35.2 35.2 31.8 31.8 31.8
Total Split (%)25.6% 64.7%39.1% 39.1% 35.3% 35.3% 35.3%
Maximum Green (s) 18.5 53.7 30.7 30.7 26.4 26.4 26.4
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)40.1 41.3 16.2 16.2 8.7 8.7
Actuated g/C Ratio 0.75 0.77 0.30 0.30 0.16 0.16
v/c Ratio 0.80 0.40 0.62 0.47 0.19 0.20
Control Delay 17.7 4.4 22.5 4.8 24.6 6.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.7 4.4 22.5 4.8 24.6 6.9
LOS BA CA CA
Approach Delay 11.7 13.9 14.9
Approach LOS B B B
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 53.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 12.6 Intersection LOS: B
Intersection Capacity Utilization 77.3% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA G - 10
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)609 500 0 0 295 281 42 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.33 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)578 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)662 543 0 0 321 305 46 0 55 0 0 0
RTOR Reduction (vph)000002140048000
Lane Group Flow (vph) 662 543 0 0 321 91 0 46 7000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 39.6 39.6 15.9 15.9 5.5 5.5
Effective Green, g (s) 40.1 40.1 16.4 16.4 6.9 6.9
Actuated g/C Ratio 0.73 0.73 0.30 0.30 0.13 0.13
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 803 1275 516 434 193 166
v/s Ratio Prot c0.29 0.31 0.19
v/s Ratio Perm c0.31 0.06 0.03 0.01
v/c Ratio 0.82 0.43 0.62 0.21 0.24 0.04
Uniform Delay, d1 6.4 2.9 16.6 14.4 21.7 21.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 6.7 0.3 2.6 0.3 0.5 0.1
Delay (s)13.2 3.2 19.3 14.8 22.1 21.2
Level of Service B A B B C C
Approach Delay (s)8.7 17.1 21.6 0.0
Approach LOS A B C A
Intersection Summary
HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 55.0 Sum of lost time (s)12.0
Intersection Capacity Utilization 77.3% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA G - 11
Lanes, Volumes, Timings
7: Tolman Creek Rd & Independent Way 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 21
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (vph)19 45 350 10 11 374
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.905 0.996
Flt Protected 0.986 0.999
Satd. Flow (prot)1531 0 1709 0 0 1714
Flt Permitted 0.986 0.999
Satd. Flow (perm)1531 0 1709 0 0 1714
Link Speed (mph)30 25 25
Link Distance (ft)708 1733 696
Travel Time (s)16.1 47.3 19.0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph)20 48 372 11 12 398
Shared Lane Traffic (%)
Lane Group Flow (vph) 68 0 383 0 0 410
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 41.8% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 12
HCM 2010 TWSC
7: Tolman Creek Rd & Independent Way 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 22
Intersection
Int Delay, s/veh 1
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 19 45 350 10 11 374
Conflicting Peds, #/hr 0 0 0 0 0 0
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 94 94 94 94 94 94
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 20 48 372 11 12 398
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 799 378 0 0 383 0
Stage 1 378 -- -- -
Stage 2 421 -- -- -
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 355 669 - - 1175 -
Stage 1 693 -- -- -
Stage 2 662 -- -- -
Platoon blocked, %- --
Mov Cap-1 Maneuver 350 669 - - 1175 -
Mov Cap-2 Maneuver 466 -- -- -
Stage 1 693 -- -- -
Stage 2 653 -- -- -
Approach WB NB SB
HCM Control Delay, s 11.9 0 0.2
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 592 1175 -
HCM Lane V/C Ratio - - 0.115 0.01 -
HCM Control Delay (s) - - 11.9 8.1 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.4 0 -
South Ashland Business Park TPRA G - 13
Lanes, Volumes, Timings
8: Washington St & Independent Way 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 23
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph)22 8 19 27 20 23
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.965 0.928
Flt Protected 0.964 0.980
Satd. Flow (prot)1628 0 0 1715 1624 0
Flt Permitted 0.964 0.980
Satd. Flow (perm)1628 0 0 1715 1624 0
Link Speed (mph)25 25 25
Link Distance (ft)708 248 696
Travel Time (s)19.3 6.8 19.0
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Heavy Vehicles (%)0% 0% 0% 0% 0% 0%
Adj. Flow (vph)31 11 27 39 29 33
Shared Lane Traffic (%)
Lane Group Flow (vph) 42 0 0 66 62 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 0 0
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 19.4%ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 14
HCM 2010 TWSC
8: Washington St & Independent Way 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 3.5
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 22 8 19 27 20 23
Conflicting Peds, #/hr 0 0 0 0 0 0
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 70 70 70 70 70 70
Heavy Vehicles, %0 0 0 0 0 0
Mvmt Flow 31 11 27 39 29 33
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 138 45 61 0 - 0
Stage 1 45 -- -- -
Stage 2 93 -- -- -
Critical Hdwy 6.4 6.2 4.1 -- -
Critical Hdwy Stg 1 5.4 -- -- -
Critical Hdwy Stg 2 5.4 -- -- -
Follow-up Hdwy 3.5 3.3 2.2 -- -
Pot Cap-1 Maneuver 860 1031 1555 -- -
Stage 1 983 -- -- -
Stage 2 936 -- -- -
Platoon blocked, %-- -
Mov Cap-1 Maneuver 845 1031 1555 -- -
Mov Cap-2 Maneuver 845 -- -- -
Stage 1 983 -- -- -
Stage 2 919 -- -- -
Approach EB NB SB
HCM Control Delay, s 9.3 3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1555 - 888 - -
HCM Lane V/C Ratio 0.017 - 0.048 - -
HCM Control Delay (s) 7.4 0 9.3 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
South Ashland Business Park TPRA G - 15
Lanes, Volumes, Timings
10: Site Driveway & Washington St 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 27
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)5 0 0 14 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1750 0 0 1750 1750 0
Flt Permitted
Satd. Flow (perm) 1750 0 0 1750 1750 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Heavy Vehicles (%)0% 0% 0% 0% 0% 0%
Adj. Flow (vph)7 0 0 20 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 7 0 0 20 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 6.7%ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 16
HCM 2010 TWSC
10: Site Driveway & Washington St 8/24/2017
South Ashland Business Park 12/1/2016 2019 PM - Background Conditions Synchro 8 Report
Page 28
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 5 0 0 14 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -- -0 -
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 70 70 70 70 70 70
Heavy Vehicles, %0 0 0 0 0 0
Mvmt Flow 7 0 0 20 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 7 0 27 7
Stage 1 - -- -7 -
Stage 2 - -- -20 -
Critical Hdwy - - 4.1 -6.4 6.2
Critical Hdwy Stg 1 - -- -5.4 -
Critical Hdwy Stg 2 - -- -5.4 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 1627 -993 1081
Stage 1 - -- -1021 -
Stage 2 - -- -1008 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1627 -993 1081
Mov Cap-2 Maneuver - -- -993 -
Stage 1 - -- -1021 -
Stage 2 - -- -1008 -
Approach EB WB NB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)- - - 1627 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
South Ashland Business Park TPRA G - 17
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)91 739 68 207 529 65 113 99 191 61 108 60
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.984 0.901 0.947
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3252 0 1630 3232 0 1662 1541 0 1662 1647 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3252 0 1630 3232 0 1662 1541 0 1662 1647 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)9 14 75 21
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 724 696 1812
Travel Time (s)32.7 14.1 19.0 49.4
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)111 901 83 252 645 79 138 121 233 74 132 73
Shared Lane Traffic (%)
Lane Group Flow (vph) 111 984 0 252 724 0 138 354 0 74 205 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA G - 18
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)20.0 48.0 27.0 55.0 18.0 32.0 13.0 27.0
Total Split (%)16.7% 40.0% 22.5% 45.8% 15.0% 26.7% 10.8% 22.5%
Maximum Green (s) 15.5 43.5 22.5 50.5 14.0 28.0 9.0 23.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 12.3 37.7 20.3 45.7 12.4 26.0 8.3 18.9
Actuated g/C Ratio 0.12 0.36 0.19 0.43 0.12 0.25 0.08 0.18
v/c Ratio 0.58 0.85 0.81 0.52 0.71 0.82 0.57 0.66
Control Delay 60.8 40.0 64.3 24.1 69.5 48.5 70.6 49.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.8 40.0 64.3 24.1 69.5 48.5 70.6 49.4
LOS ED EC ED ED
Approach Delay 42.1 34.5 54.4 55.0
Approach LOS D C D E
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 106
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 42.9 Intersection LOS: D
Intersection Capacity Utilization 72.4%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA G - 19
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)91 739 68 207 529 65 113 99 191 61 108 60
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3253 1630 3231 1662 1542 1662 1646
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3253 1630 3231 1662 1542 1662 1646
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Adj. Flow (vph)111 901 83 252 645 79 138 121 233 74 132 73
RTOR Reduction (vph)06008005700170
Lane Group Flow (vph) 111 978 0 252 716 0 138 297 0 74 188 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 11.8 37.2 19.7 45.1 12.4 26.0 6.5 20.1
Effective Green, g (s) 12.3 37.7 20.2 45.6 12.4 26.0 6.5 20.1
Actuated g/C Ratio 0.12 0.35 0.19 0.43 0.12 0.24 0.06 0.19
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 190 1152 309 1384 193 376 101 310
v/s Ratio Prot 0.07 c0.30 c0.15 0.22 c0.08 c0.19 0.04 0.11
v/s Ratio Perm
v/c Ratio 0.58 0.85 0.82 0.52 0.72 0.79 0.73 0.61
Uniform Delay, d1 44.6 31.7 41.3 22.3 45.3 37.7 49.1 39.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.8 6.2 14.8 0.4 11.1 10.5 22.5 2.8
Delay (s)48.4 38.0 56.1 22.8 56.4 48.1 71.6 42.3
Level of Service D D E C E D E D
Approach Delay (s)39.0 31.4 50.5 50.1
Approach LOS DCDD
Intersection Summary
HCM 2000 Control Delay 39.5 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 106.4 Sum of lost time (s)16.0
Intersection Capacity Utilization 72.4% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA G - 20
Lanes, Volumes, Timings
4: Washington St & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)916 17 87 767 5 87
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.997 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3283 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3283 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)724 413 696
Travel Time (s)14.1 8.0 19.0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)974 18 93 816 5 93
Shared Lane Traffic (%)
Lane Group Flow (vph) 992 0 93 816 5 93
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.6% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 21
HCM 2010 TWSC
4: Washington St & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 916 17 87 767 5 87
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 974 18 93 816 5 93
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 993 0 1577 496
Stage 1 - -- -984 -
Stage 2 - -- -593 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 704 -102 525
Stage 1 - -- -327 -
Stage 2 - -- -521 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 704 -89 525
Mov Cap-2 Maneuver - -- -212 -
Stage 1 - -- -327 -
Stage 2 - -- -452 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 13.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)212 525 - - 704 -
HCM Lane V/C Ratio 0.025 0.176 - - 0.131 -
HCM Control Delay (s) 22.4 13.3 - - 10.9 -
HCM Lane LOS C B - - B -
HCM 95th %tile Q(veh) 0.1 0.6 - - 0.5 -
South Ashland Business Park TPRA G - 22
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 948 74 26 313 00001831533
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.090 0.953
Satd. Flow (perm)0 1699 1458 158 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)64 579
Link Speed (mph)35 35 45 45
Link Distance (ft)413 560 744 614
Travel Time (s)8.0 10.9 11.3 9.3
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 1053 82 29 348 00002031592
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1053 82 29 348 00000204592
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA G - 23
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s)0.0 0.0
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Detector Phase 2216 444
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0 4.0 6.0 6.0 6.0
Minimum Split (s)30.6 30.6 13.0 33.2 31.4 31.4 31.4
Total Split (s)75.6 75.6 13.0 88.6 31.4 31.4 31.4
Total Split (%)63.0% 63.0% 10.8% 73.8%26.2% 26.2% 26.2%
Maximum Green (s)71.1 71.1 8.5 84.1 26.0 26.0 26.0
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s)-0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5 2.5
Minimum Gap (s)2.7 2.7 2.0 2.7 2.0 2.0 2.0
Time Before Reduce (s)10.0 10.0 8.0 10.0 8.0 8.0 8.0
Time To Reduce (s)13.0 13.0 4.0 13.0 4.0 4.0 4.0
Recall Mode Min Min None Min None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)19.1 19.1 21.7 19.0 19.0 19.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)72.3 72.3 78.1 78.1 21.3 21.3
Actuated g/C Ratio 0.67 0.67 0.73 0.73 0.20 0.20
v/c Ratio 0.92 0.08 0.14 0.28 0.65 0.79
Control Delay 32.6 3.5 6.6 6.3 50.3 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.6 3.5 6.6 6.3 50.3 12.2
LOS C A A A D B
Approach Delay 30.5 6.3 21.9
Approach LOS C A C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 107.5
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 23.6 Intersection LOS: C
Intersection Capacity Utilization 78.6% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 5: I-5 SB Ramp & Ashland Street
South Ashland Business Park TPRA G - 24
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 948 74 26 313 00001831533
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.09 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 158 1699 1588 1458
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph)0 1053 82 29 348 00002031592
RTOR Reduction (vph) 0 0 22 00000000466
Lane Group Flow (vph) 0 1053 60 29 348 00000204126
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)71.8 71.8 79.6 79.6 19.9 19.9
Effective Green, g (s)72.3 72.3 80.1 80.1 21.3 21.3
Actuated g/C Ratio 0.66 0.66 0.73 0.73 0.19 0.19
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1122 963 167 1243 309 283
v/s Ratio Prot c0.62 0.01 c0.20
v/s Ratio Perm 0.04 0.12 0.13 0.09
v/c Ratio 0.94 0.06 0.17 0.28 0.66 0.44
Uniform Delay, d1 16.6 6.6 17.3 4.9 40.7 38.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 14.5 0.0 0.4 0.2 4.7 0.8
Delay (s)31.1 6.6 17.6 5.1 45.4 39.6
Level of Service C A B A D D
Approach Delay (s)29.3 6.1 0.0 41.1
Approach LOS C A A D
Intersection Summary
HCM 2000 Control Delay 29.6 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 109.4 Sum of lost time (s)12.0
Intersection Capacity Utilization 78.6% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA G - 25
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)630 501 0 0 296 281 43 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.332 0.950
Satd. Flow (perm)575 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)305 73
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)685 545 0 0 322 305 47 0 55 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 685 545 0 0 322 305 0 47 55 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA G - 26
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 14.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)23.0 58.2 35.2 35.2 31.8 31.8 31.8
Total Split (%)25.6% 64.7%39.1% 39.1% 35.3% 35.3% 35.3%
Maximum Green (s) 18.5 53.7 30.7 30.7 26.4 26.4 26.4
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)40.1 41.3 16.2 16.2 8.8 8.8
Actuated g/C Ratio 0.74 0.77 0.30 0.30 0.16 0.16
v/c Ratio 0.84 0.41 0.62 0.47 0.19 0.20
Control Delay 20.2 4.5 22.6 4.8 24.6 6.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.2 4.5 22.6 4.8 24.6 6.9
LOS CA CA CA
Approach Delay 13.3 13.9 15.0
Approach LOS B B B
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 53.9
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 13.6 Intersection LOS: B
Intersection Capacity Utilization 78.6% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA G - 27
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)630 501 0 0 296 281 43 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.33 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)575 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)685 545 0 0 322 305 47 0 55 0 0 0
RTOR Reduction (vph)000002140048000
Lane Group Flow (vph) 685 545 0 0 322 91 0 47 7000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 39.6 39.6 15.9 15.9 5.6 5.6
Effective Green, g (s) 40.1 40.1 16.4 16.4 7.0 7.0
Actuated g/C Ratio 0.73 0.73 0.30 0.30 0.13 0.13
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 801 1273 515 433 195 168
v/s Ratio Prot c0.31 0.31 0.19
v/s Ratio Perm c0.32 0.06 0.03 0.01
v/c Ratio 0.86 0.43 0.63 0.21 0.24 0.04
Uniform Delay, d1 7.0 3.0 16.7 14.5 21.7 21.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 8.8 0.3 2.7 0.3 0.5 0.1
Delay (s)15.8 3.3 19.4 14.8 22.1 21.2
Level of Service B A B B C C
Approach Delay (s)10.2 17.2 21.6 0.0
Approach LOS B B C A
Intersection Summary
HCM 2000 Control Delay 13.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 55.1 Sum of lost time (s)12.0
Intersection Capacity Utilization 78.6% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA G - 28
Lanes, Volumes, Timings
7: Tolman Creek Rd & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 21
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (vph)30 61 350 13 14 374
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.910 0.995
Flt Protected 0.984 0.998
Satd. Flow (prot)1536 0 1707 0 0 1712
Flt Permitted 0.984 0.998
Satd. Flow (perm)1536 0 1707 0 0 1712
Link Speed (mph)30 25 25
Link Distance (ft)708 1733 696
Travel Time (s)16.1 47.3 19.0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph)32 65 372 14 15 398
Shared Lane Traffic (%)
Lane Group Flow (vph) 97 0 386 0 0 413
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.2% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 29
HCM 2010 TWSC
7: Tolman Creek Rd & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 22
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 30 61 350 13 14 374
Conflicting Peds, #/hr 0 0 0 0 0 0
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 94 94 94 94 94 94
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 32 65 372 14 15 398
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 807 379 0 0 386 0
Stage 1 379 -- -- -
Stage 2 428 -- -- -
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 351 668 - - 1172 -
Stage 1 692 -- -- -
Stage 2 657 -- -- -
Platoon blocked, %- --
Mov Cap-1 Maneuver 345 668 - - 1172 -
Mov Cap-2 Maneuver 462 -- -- -
Stage 1 692 -- -- -
Stage 2 646 -- -- -
Approach WB NB SB
HCM Control Delay, s 12.4 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 582 1172 -
HCM Lane V/C Ratio - - 0.166 0.013 -
HCM Control Delay (s) - - 12.4 8.1 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.6 0 -
South Ashland Business Park TPRA G - 30
Lanes, Volumes, Timings
8: Washington St & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 23
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph)22 14 46 54 34 23
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.947 0.946
Flt Protected 0.971 0.977
Satd. Flow (prot)1609 0 0 1710 1656 0
Flt Permitted 0.971 0.977
Satd. Flow (perm)1609 0 0 1710 1656 0
Link Speed (mph)25 25 25
Link Distance (ft)708 248 696
Travel Time (s)19.3 6.8 19.0
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Heavy Vehicles (%)0% 0% 0% 0% 0% 0%
Adj. Flow (vph)31 20 66 77 49 33
Shared Lane Traffic (%)
Lane Group Flow (vph) 51 0 0 143 82 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 0 0
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 22.5%ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 31
HCM 2010 TWSC
8: Washington St & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 3.6
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 22 14 46 54 34 23
Conflicting Peds, #/hr 0 0 0 0 0 0
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 70 70 70 70 70 70
Heavy Vehicles, %0 0 0 0 0 0
Mvmt Flow 31 20 66 77 49 33
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 274 65 81 0 - 0
Stage 1 65 -- -- -
Stage 2 209 -- -- -
Critical Hdwy 6.4 6.2 4.1 -- -
Critical Hdwy Stg 1 5.4 -- -- -
Critical Hdwy Stg 2 5.4 -- -- -
Follow-up Hdwy 3.5 3.3 2.2 -- -
Pot Cap-1 Maneuver 720 1005 1529 -- -
Stage 1 963 -- -- -
Stage 2 831 -- -- -
Platoon blocked, %-- -
Mov Cap-1 Maneuver 688 1005 1529 -- -
Mov Cap-2 Maneuver 688 -- -- -
Stage 1 963 -- -- -
Stage 2 794 -- -- -
Approach EB NB SB
HCM Control Delay, s 9.9 3.4 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1529 - 784 - -
HCM Lane V/C Ratio 0.043 - 0.066 - -
HCM Control Delay (s) 7.5 0 9.9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
South Ashland Business Park TPRA G - 32
Lanes, Volumes, Timings
10: Site Driveway & Washington St 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 27
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)5 20 0 14 54 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.891
Flt Protected 0.950
Satd. Flow (prot)1559 0 0 1750 1662 0
Flt Permitted 0.950
Satd. Flow (perm) 1559 0 0 1750 1662 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70
Heavy Vehicles (%)0% 0% 0% 0% 0% 0%
Adj. Flow (vph)7 29 0 20 77 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 36 0 0 20 77 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3%ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA G - 33
HCM 2010 TWSC
10: Site Driveway & Washington St 9/7/2017
South Ashland Business Park 12/1/2016 2019 PM - Build Conditions Synchro 8 Report
Page 28
Intersection
Int Delay, s/veh 5.2
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 5 20 0 14 54 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -- -0 -
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 70 70 70 70 70 70
Heavy Vehicles, %0 0 0 0 0 0
Mvmt Flow 7 29 0 20 77 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 36 0 41 21
Stage 1 - -- -21 -
Stage 2 - -- -20 -
Critical Hdwy - - 4.1 -6.4 6.2
Critical Hdwy Stg 1 - -- -5.4 -
Critical Hdwy Stg 2 - -- -5.4 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 1588 -975 1062
Stage 1 - -- -1007 -
Stage 2 - -- -1008 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1588 -975 1062
Mov Cap-2 Maneuver - -- -975 -
Stage 1 - -- -1007 -
Stage 2 - -- -1008 -
Approach EB WB NB
HCM Control Delay, s 0 0 9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)975 - - 1588 -
HCM Lane V/C Ratio 0.079 ----
HCM Control Delay (s) 9 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.3 - - 0 -
South Ashland Business Park TPRA G - 34
SANDOW ENGINEERING
AP
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South Ashland Business Park
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)100 810 72 216 552 68 102 101 198 64 110 63
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.988 0.983 0.901 0.946
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3255 0 1630 3229 0 1662 1541 0 1662 1645 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3255 0 1630 3229 0 1662 1541 0 1662 1645 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)9 14 77 21
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 724 696 1812
Travel Time (s)32.7 14.1 19.0 49.4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)105 853 76 227 581 72 107 106 208 67 116 66
Shared Lane Traffic (%)
Lane Group Flow (vph) 105 929 0 227 653 0 107 314 0 67 182 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA H - 1
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)19.0 48.0 27.0 56.0 19.0 32.0 13.0 26.0
Total Split (%)15.8% 40.0% 22.5% 46.7% 15.8% 26.7% 10.8% 21.7%
Maximum Green (s) 14.5 43.5 22.5 51.5 15.0 28.0 9.0 22.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 11.8 35.3 18.8 46.3 11.4 20.7 8.2 17.9
Actuated g/C Ratio 0.12 0.36 0.19 0.48 0.12 0.21 0.08 0.18
v/c Ratio 0.53 0.78 0.72 0.42 0.55 0.81 0.48 0.57
Control Delay 56.8 34.6 55.1 20.9 58.3 46.5 62.3 43.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 56.8 34.6 55.1 20.9 58.3 46.5 62.3 43.8
LOS EC EC ED ED
Approach Delay 36.8 29.7 49.5 48.8
Approach LOS DCDD
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 97.2
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 37.6 Intersection LOS: D
Intersection Capacity Utilization 75.9%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA H - 2
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)100 810 72 216 552 68 102 101 198 64 110 63
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3254 1630 3231 1662 1540 1662 1644
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3254 1630 3231 1662 1540 1662 1644
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)105 853 76 227 581 72 107 106 208 67 116 66
RTOR Reduction (vph)06007006100170
Lane Group Flow (vph) 105 923 0 227 646 0 107 253 0 67 165 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 9.0 36.5 18.3 45.8 9.1 20.8 6.2 17.9
Effective Green, g (s) 9.5 37.0 18.8 46.3 9.1 20.8 6.2 17.9
Actuated g/C Ratio 0.10 0.37 0.19 0.47 0.09 0.21 0.06 0.18
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 158 1218 310 1514 153 324 104 297
v/s Ratio Prot 0.06 c0.28 c0.14 0.20 c0.06 c0.16 0.04 0.10
v/s Ratio Perm
v/c Ratio 0.66 0.76 0.73 0.43 0.70 0.78 0.64 0.55
Uniform Delay, d1 43.1 27.0 37.6 17.4 43.5 36.9 45.2 36.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.1 2.9 8.2 0.3 12.1 11.2 11.5 1.8
Delay (s)52.2 29.9 45.8 17.7 55.6 48.1 56.7 38.6
Level of Service D C D B E D E D
Approach Delay (s)32.2 24.9 50.0 43.5
Approach LOS CCDD
Intersection Summary
HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 98.8 Sum of lost time (s)16.0
Intersection Capacity Utilization 75.9% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA H - 3
Lanes, Volumes, Timings
4: Washington St & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)999 14 77 790 6 69
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.998 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3286 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3286 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)724 413 696
Travel Time (s)14.1 8.0 19.0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)1063 15 82 840 6 73
Shared Lane Traffic (%)
Lane Group Flow (vph) 1078 0 82 840 6 73
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 48.4% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 4
HCM 2010 TWSC
4: Washington St & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 999 14 77 790 6 69
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 1063 15 82 840 6 73
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1078 0 1654 539
Stage 1 - -- -1070 -
Stage 2 - -- -584 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 655 -91 492
Stage 1 - -- -295 -
Stage 2 - -- -526 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 655 -80 492
Mov Cap-2 Maneuver - -- -198 -
Stage 1 - -- -295 -
Stage 2 - -- -460 -
Approach EB WB NB
HCM Control Delay, s 0 1 14.4
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)198 492 - - 655 -
HCM Lane V/C Ratio 0.032 0.149 - - 0.125 -
HCM Control Delay (s) 23.8 13.6 - - 11.3 -
HCM Lane LOS C B - - B -
HCM 95th %tile Q(veh) 0.1 0.5 - - 0.4 -
South Ashland Business Park TPRA H - 5
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1009 74 27 334 00001901546
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.065 0.953
Satd. Flow (perm)0 1699 1458 114 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)63 544
Link Speed (mph)35 35 45 45
Link Distance (ft)413 560 744 614
Travel Time (s)8.0 10.9 11.3 9.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 1062 78 28 352 00002001575
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1062 78 28 352 00000201575
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA H - 6
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s)0.0 0.0
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Detector Phase 2216 444
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0 4.0 6.0 6.0 6.0
Minimum Split (s)30.6 30.6 21.0 33.2 38.0 38.0 38.0
Total Split (s)61.0 61.0 21.0 82.0 38.0 38.0 38.0
Total Split (%)50.8% 50.8% 17.5% 68.3%31.7% 31.7% 31.7%
Maximum Green (s)56.5 56.5 16.5 77.5 32.6 32.6 32.6
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s)-0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5 2.5
Minimum Gap (s)2.7 2.7 2.0 2.7 2.0 2.0 2.0
Time Before Reduce (s)10.0 10.0 8.0 10.0 8.0 8.0 8.0
Time To Reduce (s)13.0 13.0 4.0 13.0 4.0 4.0 4.0
Recall Mode Min Min None Min None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)19.1 19.1 21.7 19.0 19.0 19.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)58.0 58.0 63.7 63.7 20.5 20.5
Actuated g/C Ratio 0.63 0.63 0.69 0.69 0.22 0.22
v/c Ratio 1.00 0.08 0.15 0.30 0.57 0.77
Control Delay 48.1 4.4 8.0 7.5 39.0 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.1 4.4 8.0 7.5 39.0 11.6
LOS D A A A D B
Approach Delay 45.1 7.5 18.7
Approach LOS D A B
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 92.3
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 30.0 Intersection LOS: C
Intersection Capacity Utilization 82.5% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 5: I-5 SB Ramp & Ashland Street
South Ashland Business Park TPRA H - 7
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1009 74 27 334 00001901546
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.06 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 113 1699 1588 1458
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)0 1062 78 28 352 00002001575
RTOR Reduction (vph) 0 0 24 00000000426
Lane Group Flow (vph) 0 1062 54 28 352 00000201149
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)57.5 57.5 65.3 65.3 19.0 19.0
Effective Green, g (s)58.0 58.0 65.8 65.8 20.4 20.4
Actuated g/C Ratio 0.62 0.62 0.70 0.70 0.22 0.22
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1046 897 141 1186 343 315
v/s Ratio Prot c0.63 0.01 c0.21
v/s Ratio Perm 0.04 0.13 0.13 0.10
v/c Ratio 1.02 0.06 0.20 0.30 0.59 0.47
Uniform Delay, d1 18.1 7.2 19.4 5.4 33.1 32.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 31.7 0.0 0.5 0.2 2.1 0.8
Delay (s)49.8 7.3 19.9 5.6 35.2 33.0
Level of Service D A B A D C
Approach Delay (s)46.9 6.6 0.0 33.6
Approach LOS D A A C
Intersection Summary
HCM 2000 Control Delay 35.7 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 94.2 Sum of lost time (s)12.0
Intersection Capacity Utilization 82.5% ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA H - 8
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)655 544 0 0 318 304 43 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.276 0.950
Satd. Flow (perm)478 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)293 55
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)689 573 0 0 335 320 45 0 54 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 689 573 0 0 335 320 0 45 54 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA H - 9
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 31.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)51.0 88.2 37.2 37.2 31.8 31.8 31.8
Total Split (%)42.5% 73.5%31.0% 31.0% 26.5% 26.5% 26.5%
Maximum Green (s) 46.5 83.7 32.7 32.7 26.4 26.4 26.4
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)66.2 67.8 22.1 22.1 10.0 10.0
Actuated g/C Ratio 0.82 0.84 0.27 0.27 0.12 0.12
v/c Ratio 0.71 0.39 0.71 0.52 0.24 0.25
Control Delay 13.6 3.3 38.1 8.1 42.9 14.7
Queue Delay 0.1 0.2 0.0 0.0 0.0 0.0
Total Delay 13.7 3.6 38.1 8.1 42.9 14.7
LOS BA DA DB
Approach Delay 9.1 23.5 27.5
Approach LOS A C C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 80.6
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 14.7 Intersection LOS: B
Intersection Capacity Utilization 82.5% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA H - 10
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)655 544 0 0 318 304 43 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.28 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)478 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)689 573 0 0 335 320 45 0 54 0 0 0
RTOR Reduction (vph)000002120049000
Lane Group Flow (vph) 689 573 0 0 335 108 0 45 5000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 65.6 65.6 22.1 22.1 6.0 6.0
Effective Green, g (s) 66.1 66.1 22.6 22.6 7.4 7.4
Actuated g/C Ratio 0.81 0.81 0.28 0.28 0.09 0.09
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 953 1419 480 404 139 120
v/s Ratio Prot c0.35 0.33 0.19
v/s Ratio Perm c0.24 0.07 0.03 0.00
v/c Ratio 0.72 0.40 0.70 0.27 0.32 0.04
Uniform Delay, d1 8.3 2.2 26.4 23.0 34.7 33.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.6 0.3 4.7 0.5 1.0 0.1
Delay (s)10.9 2.4 31.1 23.5 35.7 33.9
Level of Service B A C C D C
Approach Delay (s)7.0 27.4 34.7 0.0
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay 15.0 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 81.5 Sum of lost time (s)12.0
Intersection Capacity Utilization 82.5% ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA H - 11
Lanes, Volumes, Timings
7: Tolman Creek Rd & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 21
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (vph)20 47 377 11 12 403
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.906 0.996
Flt Protected 0.985 0.999
Satd. Flow (prot)1531 0 1709 0 0 1714
Flt Permitted 0.985 0.999
Satd. Flow (perm)1531 0 1709 0 0 1714
Link Speed (mph)30 25 25
Link Distance (ft)708 1733 696
Travel Time (s)16.1 47.3 19.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)22 51 410 12 13 438
Shared Lane Traffic (%)
Lane Group Flow (vph) 73 0 422 0 0 451
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 44.5% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 12
HCM 2010 TWSC
7: Tolman Creek Rd & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 22
Intersection
Int Delay, s/veh 1.1
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 20 47 377 11 12 403
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 22 51 410 12 13 438
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 880 416 0 0 422 0
Stage 1 416 -- -- -
Stage 2 464 -- -- -
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 318 637 - - 1137 -
Stage 1 666 -- -- -
Stage 2 633 -- -- -
Platoon blocked, %- --
Mov Cap-1 Maneuver 313 637 - - 1137 -
Mov Cap-2 Maneuver 437 -- -- -
Stage 1 666 -- -- -
Stage 2 624 -- -- -
Approach WB NB SB
HCM Control Delay, s 12.4 0 0.2
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 560 1137 -
HCM Lane V/C Ratio - - 0.13 0.011 -
HCM Control Delay (s) - - 12.4 8.2 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.4 0 -
South Ashland Business Park TPRA H - 13
Lanes, Volumes, Timings
8: Washington St & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 23
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph)23 9 21 29 21 24
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.961 0.929
Flt Protected 0.966 0.979
Satd. Flow (prot)1593 0 0 1680 1594 0
Flt Permitted 0.966 0.979
Satd. Flow (perm)1593 0 0 1680 1594 0
Link Speed (mph)25 25 25
Link Distance (ft)708 248 696
Travel Time (s)19.3 6.8 19.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)27 11 25 34 25 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 38 0 0 59 53 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 0 0
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 19.6% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 14
HCM 2010 TWSC
8: Washington St & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 3.5
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 23 9 21 29 21 24
Conflicting Peds, #/hr 0 0 0 0 0 0
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 2 2 2 2 2
Mvmt Flow 27 11 25 34 25 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 123 39 53 0 - 0
Stage 1 39 -- -- -
Stage 2 84 -- -- -
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 872 1033 1553 -- -
Stage 1 983 -- -- -
Stage 2 939 -- -- -
Platoon blocked, %-- -
Mov Cap-1 Maneuver 858 1033 1553 -- -
Mov Cap-2 Maneuver 858 -- -- -
Stage 1 983 -- -- -
Stage 2 924 -- -- -
Approach EB NB SB
HCM Control Delay, s 9.2 3.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1553 - 901 - -
HCM Lane V/C Ratio 0.016 - 0.042 - -
HCM Control Delay (s) 7.4 0 9.2 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0.1 - -
South Ashland Business Park TPRA H - 15
Lanes, Volumes, Timings
10: Site Driveway & Washington St 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 27
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)6 0 0 14 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)7 0 0 16 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 7 0 0 16 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 6.7% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 16
HCM 2010 TWSC
10: Site Driveway & Washington St 8/23/2017
South Ashland Business Park 12/1/2016 2023 PM - Background Conditions Synchro 8 Report
Page 28
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 6 0 0 14 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
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 2 2 2 2 2
Mvmt Flow 7 0 0 16 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 7 0 23 7
Stage 1 - -- -7 -
Stage 2 - -- -16 -
Critical Hdwy - - 4.12 -6.42 6.22
Critical Hdwy Stg 1 - -- -5.42 -
Critical Hdwy Stg 2 - -- -5.42 -
Follow-up Hdwy - - 2.218 -3.518 3.318
Pot Cap-1 Maneuver - - 1614 -993 1075
Stage 1 - -- -1016 -
Stage 2 - -- -1007 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1614 -993 1075
Mov Cap-2 Maneuver - -- -993 -
Stage 1 - -- -1016 -
Stage 2 - -- -1007 -
Approach EB WB NB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)- - - 1614 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
South Ashland Business Park TPRA H - 17
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)100 816 76 216 552 68 123 104 198 64 111 63
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.983 0.902 0.946
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3252 0 1630 3229 0 1662 1543 0 1662 1645 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3252 0 1630 3229 0 1662 1543 0 1662 1645 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)9 14 75 21
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 724 696 1812
Travel Time (s)32.7 14.1 19.0 49.4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)105 859 80 227 581 72 129 109 208 67 117 66
Shared Lane Traffic (%)
Lane Group Flow (vph) 105 939 0 227 653 0 129 317 0 67 183 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA H - 18
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)19.0 48.0 27.0 56.0 20.0 32.0 13.0 25.0
Total Split (%)15.8% 40.0% 22.5% 46.7% 16.7% 26.7% 10.8% 20.8%
Maximum Green (s) 14.5 43.5 22.5 51.5 16.0 28.0 9.0 21.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 11.7 35.3 18.7 45.8 12.4 23.6 8.0 16.3
Actuated g/C Ratio 0.12 0.35 0.19 0.46 0.12 0.24 0.08 0.16
v/c Ratio 0.55 0.81 0.74 0.44 0.63 0.75 0.50 0.64
Control Delay 57.9 36.5 57.1 21.3 60.1 42.1 63.9 48.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.9 36.5 57.1 21.3 60.1 42.1 63.9 48.2
LOS ED EC ED ED
Approach Delay 38.6 30.5 47.3 52.4
Approach LOS DCDD
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 99.7
Natural Cycle: 75
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 38.7 Intersection LOS: D
Intersection Capacity Utilization 76.4%ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA H - 19
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)100 816 76 216 552 68 123 104 198 64 111 63
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3253 1630 3231 1662 1542 1662 1645
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3253 1630 3231 1662 1542 1662 1645
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)105 859 80 227 581 72 129 109 208 67 117 66
RTOR Reduction (vph)06008005800170
Lane Group Flow (vph) 105 933 0 227 645 0 129 259 0 67 166 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 9.1 36.2 18.2 45.3 12.4 23.6 6.3 17.5
Effective Green, g (s) 9.6 36.7 18.7 45.8 12.4 23.6 6.3 17.5
Actuated g/C Ratio 0.09 0.36 0.18 0.45 0.12 0.23 0.06 0.17
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 155 1178 300 1460 203 359 103 284
v/s Ratio Prot 0.06 c0.29 c0.14 0.20 c0.08 c0.17 0.04 0.10
v/s Ratio Perm
v/c Ratio 0.68 0.79 0.76 0.44 0.64 0.72 0.65 0.58
Uniform Delay, d1 44.4 28.9 39.1 19.0 42.3 35.8 46.4 38.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.2 3.9 9.9 0.3 5.6 6.6 12.4 2.5
Delay (s)54.5 32.8 49.1 19.3 47.9 42.4 58.8 41.1
Level of Service D C D B D D E D
Approach Delay (s)35.0 27.0 44.0 45.8
Approach LOS DCDD
Intersection Summary
HCM 2000 Control Delay 34.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 101.3 Sum of lost time (s)16.0
Intersection Capacity Utilization 76.4% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA H - 20
Lanes, Volumes, Timings
4: Washington St & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)999 20 92 790 6 110
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Frt 0.997 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3283 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3283 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)724 413 696
Travel Time (s)14.1 8.0 19.0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)1063 21 98 840 6 117
Shared Lane Traffic (%)
Lane Group Flow (vph) 1084 0 98 840 6 117
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 49.5% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 21
HCM 2010 TWSC
4: Washington St & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 1.4
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 999 20 92 790 6 110
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 1063 21 98 840 6 117
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1084 0 1689 542
Stage 1 - -- -1073 -
Stage 2 - -- -616 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 651 -86 490
Stage 1 - -- -294 -
Stage 2 - -- -507 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 651 -73 490
Mov Cap-2 Maneuver - -- -191 -
Stage 1 - -- -294 -
Stage 2 - -- -431 -
Approach EB WB NB
HCM Control Delay, s 0 1.2 15.1
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)191 490 - - 651 -
HCM Lane V/C Ratio 0.033 0.239 - - 0.15 -
HCM Control Delay (s) 24.5 14.6 - - 11.5 -
HCM Lane LOS C B - - B -
HCM 95th %tile Q(veh) 0.1 0.9 - - 0.5 -
South Ashland Business Park TPRA H - 22
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1042 82 27 337 00001901558
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.065 0.953
Satd. Flow (perm)0 1699 1458 114 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)63 541
Link Speed (mph)35 35 45 45
Link Distance (ft)413 560 744 614
Travel Time (s)8.0 10.9 11.3 9.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 1097 86 28 355 00002001587
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1097 86 28 355 00000201587
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA H - 23
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s)0.0 0.0
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Detector Phase 2216 444
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0 4.0 6.0 6.0 6.0
Minimum Split (s)30.6 30.6 21.0 33.2 38.0 38.0 38.0
Total Split (s)61.0 61.0 21.0 82.0 38.0 38.0 38.0
Total Split (%)50.8% 50.8% 17.5% 68.3%31.7% 31.7% 31.7%
Maximum Green (s)56.5 56.5 16.5 77.5 32.6 32.6 32.6
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s)-0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5 2.5
Minimum Gap (s)2.7 2.7 2.0 2.7 2.0 2.0 2.0
Time Before Reduce (s)10.0 10.0 8.0 10.0 8.0 8.0 8.0
Time To Reduce (s)13.0 13.0 4.0 13.0 4.0 4.0 4.0
Recall Mode Min Min None Min None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)19.1 19.1 21.7 19.0 19.0 19.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)58.0 58.0 63.7 63.7 20.5 20.5
Actuated g/C Ratio 0.63 0.63 0.69 0.69 0.22 0.22
v/c Ratio 1.03 0.09 0.15 0.30 0.57 0.79
Control Delay 57.0 4.8 8.1 7.5 38.9 12.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.0 4.8 8.1 7.5 38.9 12.9
LOS EAAA DB
Approach Delay 53.2 7.6 19.5
Approach LOS D A B
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 92.4
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 34.5 Intersection LOS: C
Intersection Capacity Utilization 84.4% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 5: I-5 SB Ramp & Ashland Street
South Ashland Business Park TPRA H - 24
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1042 82 27 337 00001901558
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.06 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 113 1699 1588 1458
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)0 1097 86 28 355 00002001587
RTOR Reduction (vph) 0 0 24 00000000423
Lane Group Flow (vph) 0 1097 62 28 355 00000201164
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)57.5 57.5 65.3 65.3 19.1 19.1
Effective Green, g (s)58.0 58.0 65.8 65.8 20.5 20.5
Actuated g/C Ratio 0.62 0.62 0.70 0.70 0.22 0.22
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1044 896 141 1185 345 316
v/s Ratio Prot c0.65 0.01 c0.21
v/s Ratio Perm 0.04 0.13 0.13 0.11
v/c Ratio 1.05 0.07 0.20 0.30 0.58 0.52
Uniform Delay, d1 18.1 7.3 21.8 5.4 33.1 32.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 42.2 0.0 0.5 0.2 2.1 1.1
Delay (s)60.3 7.3 22.3 5.6 35.1 33.6
Level of Service E A C A D C
Approach Delay (s)56.5 6.9 0.0 34.0
Approach LOS E A A C
Intersection Summary
HCM 2000 Control Delay 40.9 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 94.3 Sum of lost time (s)12.0
Intersection Capacity Utilization 84.4% ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA H - 25
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)687 545 0 0 319 304 45 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.266 0.950
Satd. Flow (perm)461 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)289 55
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)723 574 0 0 336 320 47 0 54 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 723 574 0 0 336 320 0 47 54 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA H - 26
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 31.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)52.0 88.2 36.2 36.2 31.8 31.8 31.8
Total Split (%)43.3% 73.5%30.2% 30.2% 26.5% 26.5% 26.5%
Maximum Green (s) 47.5 83.7 31.7 31.7 26.4 26.4 26.4
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)69.5 71.1 22.7 22.7 10.0 10.0
Actuated g/C Ratio 0.83 0.85 0.27 0.27 0.12 0.12
v/c Ratio 0.74 0.39 0.72 0.53 0.26 0.26
Control Delay 15.2 3.3 39.9 8.6 44.1 14.9
Queue Delay 0.2 0.3 0.0 0.0 0.0 0.0
Total Delay 15.4 3.6 39.9 8.6 44.1 14.9
LOS BA DA DB
Approach Delay 10.1 24.6 28.5
Approach LOS B C C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 84
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 15.7 Intersection LOS: B
Intersection Capacity Utilization 84.4% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA H - 27
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)687 545 0 0 319 304 45 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.27 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)461 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)723 574 0 0 336 320 47 0 54 0 0 0
RTOR Reduction (vph)000002100049000
Lane Group Flow (vph) 723 574 0 0 336 110 0 47 5000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 68.9 68.9 22.6 22.6 6.1 6.1
Effective Green, g (s) 69.4 69.4 23.1 23.1 7.5 7.5
Actuated g/C Ratio 0.82 0.82 0.27 0.27 0.09 0.09
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 967 1430 471 396 135 117
v/s Ratio Prot c0.37 0.33 0.19
v/s Ratio Perm c0.24 0.08 0.03 0.00
v/c Ratio 0.75 0.40 0.71 0.28 0.35 0.04
Uniform Delay, d1 9.2 2.1 27.9 24.3 36.4 35.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.0 0.3 5.4 0.5 1.1 0.1
Delay (s)12.2 2.4 33.3 24.8 37.5 35.5
Level of Service B A C C D D
Approach Delay (s)7.8 29.2 36.5 0.0
Approach LOS A C D A
Intersection Summary
HCM 2000 Control Delay 16.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.74
Actuated Cycle Length (s) 84.9 Sum of lost time (s)12.0
Intersection Capacity Utilization 84.4% ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA H - 28
Lanes, Volumes, Timings
7: Tolman Creek Rd & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 21
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (vph)37 71 377 15 17 403
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.911 0.995
Flt Protected 0.983 0.998
Satd. Flow (prot)1536 0 1707 0 0 1712
Flt Permitted 0.983 0.998
Satd. Flow (perm)1536 0 1707 0 0 1712
Link Speed (mph)30 25 25
Link Distance (ft)708 1733 696
Travel Time (s)16.1 47.3 19.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)40 77 410 16 18 438
Shared Lane Traffic (%)
Lane Group Flow (vph) 117 0 426 0 0 456
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 51.6% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 29
HCM 2010 TWSC
7: Tolman Creek Rd & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 22
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 37 71 377 15 17 403
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 40 77 410 16 18 438
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 893 418 0 0 426 0
Stage 1 418 -- -- -
Stage 2 475 -- -- -
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 312 635 - - 1133 -
Stage 1 664 -- -- -
Stage 2 626 -- -- -
Platoon blocked, %- --
Mov Cap-1 Maneuver 305 635 - - 1133 -
Mov Cap-2 Maneuver 430 -- -- -
Stage 1 664 -- -- -
Stage 2 613 -- -- -
Approach WB NB SB
HCM Control Delay, s 13.4 0 0.3
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 546 1133 -
HCM Lane V/C Ratio - - 0.215 0.016 -
HCM Control Delay (s) - - 13.4 8.2 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.8 0.1 -
South Ashland Business Park TPRA H - 30
Lanes, Volumes, Timings
8: Washington St & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 23
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph)23 18 62 70 42 24
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.941 0.951
Flt Protected 0.973 0.977
Satd. Flow (prot)1571 0 0 1676 1632 0
Flt Permitted 0.973 0.977
Satd. Flow (perm)1571 0 0 1676 1632 0
Link Speed (mph)25 25 25
Link Distance (ft)708 248 696
Travel Time (s)19.3 6.8 19.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)27 21 73 82 49 28
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 0 0 155 77 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 0 0
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 24.4% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 31
HCM 2010 TWSC
8: Washington St & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 3.6
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 23 18 62 70 42 24
Conflicting Peds, #/hr 0 0 0 0 0 0
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 2 2 2 2 2
Mvmt Flow 27 21 73 82 49 28
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 292 64 78 0 - 0
Stage 1 64 -- -- -
Stage 2 228 -- -- -
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 699 1000 1520 -- -
Stage 1 959 -- -- -
Stage 2 810 -- -- -
Platoon blocked, %-- -
Mov Cap-1 Maneuver 664 1000 1520 -- -
Mov Cap-2 Maneuver 664 -- -- -
Stage 1 959 -- -- -
Stage 2 770 -- -- -
Approach EB NB SB
HCM Control Delay, s 9.9 3.5 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1520 - 779 - -
HCM Lane V/C Ratio 0.048 - 0.062 - -
HCM Control Delay (s) 7.5 0 9.9 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.2 - 0.2 - -
South Ashland Business Park TPRA H - 32
Lanes, Volumes, Timings
10: Site Driveway & Washington St 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 27
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)6 30 0 14 82 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.887
Flt Protected 0.950
Satd. Flow (prot)1522 0 0 1716 1630 0
Flt Permitted 0.950
Satd. Flow (perm) 1522 0 0 1716 1630 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)7 35 0 16 96 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 42 0 0 16 96 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.9% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA H - 33
HCM 2010 TWSC
10: Site Driveway & Washington St 9/7/2017
South Ashland Business Park 12/1/2016 2023 PM - Build Conditions Synchro 8 Report
Page 28
Intersection
Int Delay, s/veh 5.7
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 6 30 0 14 82 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
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 2 2 2 2 2
Mvmt Flow 7 35 0 16 96 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 42 0 41 25
Stage 1 - -- -25 -
Stage 2 - -- -16 -
Critical Hdwy - - 4.12 -6.42 6.22
Critical Hdwy Stg 1 - -- -5.42 -
Critical Hdwy Stg 2 - -- -5.42 -
Follow-up Hdwy - - 2.218 -3.518 3.318
Pot Cap-1 Maneuver - - 1567 -970 1051
Stage 1 - -- -998 -
Stage 2 - -- -1007 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1567 -970 1051
Mov Cap-2 Maneuver - -- -970 -
Stage 1 - -- -998 -
Stage 2 - -- -1007 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.1
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)970 - - 1567 -
HCM Lane V/C Ratio 0.099 ----
HCM Control Delay (s) 9.1 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.3 - - 0 -
South Ashland Business Park TPRA H - 34
SANDOW ENGINEERING
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South Ashland Business Park
Queuing and Blocking Report
2017 PM - Existing Conditions 8/7/2017
South Ashland Business Park SimTraffic Report
Page 3
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #1
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 191 443 400 180 344 292 173 343 134 230
Average Queue (ft) 106 336 271 159 239 197 87 218 67 121
95th Queue (ft)206 481 423 212 382 311 180 367 131 225
Link Distance (ft)1615 1615 596 596 2352 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)5 47 41 8 7 42 9 24
Queuing Penalty (veh) 22 50 136 21 24 32 18 19
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #2
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 354 309 180 233 204 155 262 143 190
Average Queue (ft) 89 216 158 120 106 118 60 141 51 88
95th Queue (ft)187 330 275 184 197 189 127 243 107 157
Link Distance (ft)1615 1615 596 596 2352 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)2 29 12 3 4 22 4 13
Queuing Penalty (veh) 7 23 30 6 9 13 5 7
Intersection: 3: Tolman Creek Rd & Ashland Street, All Intervals
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 443 400 180 344 292 173 343 156 240
Average Queue (ft) 93 245 185 130 138 137 67 159 55 96
95th Queue (ft)193 394 335 197 280 237 143 287 114 178
Link Distance (ft)1615 1615 596 596 2352 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)3 34 19 4 4 27 5 16
Queuing Penalty (veh) 10 30 56 10 13 18 9 10
South Ashland Business Park TPRA I - 1
Queuing and Blocking Report
2017 PM - Existing Conditions 8/7/2017
South Ashland Business Park SimTraffic Report
Page 4
Intersection: 4: Washington St & Ashland Street, Interval #1
Movement EB EB WB WB NB NB
Directions Served T TR L T L R
Maximum Queue (ft) 206 127 95 19 101 75
Average Queue (ft) 42 10 42 3 52 38
95th Queue (ft)198 80 92 29 107 87
Link Distance (ft)596 596 385 816
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1081
Queuing Penalty (veh)4041
Intersection: 4: Washington St & Ashland Street, Interval #2
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 387 170 82 90 75
Average Queue (ft) 42 12 34 31 31
95th Queue (ft)218 117 74 72 65
Link Distance (ft)596 596 816
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)100 73
Storage Blk Time (%)0 2 1
Queuing Penalty (veh)1 1 0
Intersection: 4: Washington St & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served T TR L T L R
Maximum Queue (ft) 387 191 96 19 110 84
Average Queue (ft) 42 11 36 1 36 33
95th Queue (ft)213 110 79 14 83 71
Link Distance (ft)596 596 385 816
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)100 73
Storage Blk Time (%)0031
Queuing Penalty (veh)2010
South Ashland Business Park TPRA I - 2
Queuing and Blocking Report
2017 PM - Existing Conditions 8/7/2017
South Ashland Business Park SimTraffic Report
Page 5
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 394 162 37 121 307 280
Average Queue (ft) 224 29 14 63 135 193
95th Queue (ft)426 174 40 129 288 309
Link Distance (ft)385 385 500 556
Upstream Blk Time (%) 3 1
Queuing Penalty (veh) 15 3
Storage Bay Dist (ft)111 200
Storage Blk Time (%)2 4 16
Queuing Penalty (veh)1 21 32
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 403 76 53 140 268 252
Average Queue (ft) 199 8 15 50 103 128
95th Queue (ft)396 52 42 120 218 222
Link Distance (ft)385 385 500 556
Upstream Blk Time (%) 2
Queuing Penalty (veh) 9
Storage Bay Dist (ft)111 200
Storage Blk Time (%)1 1 3
Queuing Penalty (veh)0 3 5
Intersection: 5: I-5 SB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 414 215 54 156 360 284
Average Queue (ft) 205 13 15 53 110 144
95th Queue (ft)404 96 42 123 238 254
Link Distance (ft)385 385 500 556
Upstream Blk Time (%) 2 0
Queuing Penalty (veh) 10 1
Storage Bay Dist (ft)111 200
Storage Blk Time (%)1 1 6
Queuing Penalty (veh)0 8 12
South Ashland Business Park TPRA I - 3
Queuing and Blocking Report
2017 PM - Existing Conditions 8/7/2017
South Ashland Business Park SimTraffic Report
Page 6
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 283 416 170 150 64 54
Average Queue (ft) 235 171 88 76 32 30
95th Queue (ft)320 454 153 129 66 55
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)7
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 20 0100
Queuing Penalty (veh) 101 0300
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 284 480 183 121 78 65
Average Queue (ft) 189 110 80 56 23 23
95th Queue (ft)311 374 155 106 60 53
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)7
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 11 0 1 0 0
Queuing Penalty (veh) 52 0 2 0 0
Intersection: 6: I-5 NB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 284 480 192 156 85 69
Average Queue (ft) 200 125 82 61 25 25
95th Queue (ft)318 397 155 114 62 54
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)7
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 13 01000
Queuing Penalty (veh) 65 02000
South Ashland Business Park TPRA I - 4
Queuing and Blocking Report
2017 PM - Existing Conditions 8/7/2017
South Ashland Business Park SimTraffic Report
Page 8
Intersection: 10: Site Driveway & Washington St, Interval #1
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, Interval #2
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, All Intervals
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty, Interval #1: 528
Network wide Queuing Penalty, Interval #2: 192
Network wide Queuing Penalty, All Intervals: 276
South Ashland Business Park TPRA I - 5
SANDOW ENGINEERING
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Queuing and Blocking Report
2019 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 3
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #1
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 191 679 602 181 362 316 174 543 158 262
Average Queue (ft) 133 538 462 171 272 207 133 367 105 149
95th Queue (ft)233 752 689 205 421 325 217 597 178 271
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)7 59 48 12 27 63 37 33
Queuing Penalty (veh) 30 65 153 30 93 76 75 25
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #2
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 527 477 180 295 239 167 502 149 212
Average Queue (ft) 105 265 197 125 128 132 95 197 58 104
95th Queue (ft)212 459 389 189 251 210 176 410 125 189
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)2 37 18 5 17 31 7 20
Queuing Penalty (veh) 7 31 44 9 44 29 11 11
Intersection: 3: Tolman Creek Rd & Ashland Street, All Intervals
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 679 602 181 381 327 174 571 164 264
Average Queue (ft) 112 331 261 136 163 150 104 238 69 115
95th Queue (ft)219 608 536 202 327 254 190 486 146 215
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)3 42 25 6 19 39 15 23
Queuing Penalty (veh) 13 39 71 14 57 41 27 15
South Ashland Business Park TPRA J - 1
Queuing and Blocking Report
2019 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 4
Intersection: 4: Washington St & Ashland Street, Interval #1
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 641 568 78 210 92
Average Queue (ft) 391 234 46 101 67
95th Queue (ft)783 695 81 333 116
Link Distance (ft)655 655 615
Upstream Blk Time (%) 3 1
Queuing Penalty (veh) 17 3
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1 43
Queuing Penalty (veh)4 2
Intersection: 4: Washington St & Ashland Street, Interval #2
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 657 652 104 263 96
Average Queue (ft) 241 108 48 109 62
95th Queue (ft)616 468 89 355 119
Link Distance (ft)655 655 615
Upstream Blk Time (%) 1 0
Queuing Penalty (veh) 5 2
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1 0 40
Queuing Penalty (veh)2 0 2
Intersection: 4: Washington St & Ashland Street, All Intervals
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 670 658 104 263 96
Average Queue (ft) 277 138 48 107 63
95th Queue (ft)671 535 87 350 118
Link Distance (ft)655 655 615
Upstream Blk Time (%) 2 0
Queuing Penalty (veh) 8 2
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1 0 41
Queuing Penalty (veh)3 0 2
South Ashland Business Park TPRA J - 2
Queuing and Blocking Report
2019 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 5
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 347 24 53 163 297 278
Average Queue (ft) 320 9 24 76 156 191
95th Queue (ft)386 26 53 172 381 318
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 16 4
Queuing Penalty (veh) 81 0
Storage Bay Dist (ft)111 200
Storage Blk Time (%)4 1 17
Queuing Penalty (veh)1 7 35
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 357 154 91 232 329 268
Average Queue (ft) 294 14 20 78 122 140
95th Queue (ft)426 88 61 179 241 253
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 11 0 0
Queuing Penalty (veh) 54 0 0
Storage Bay Dist (ft)111 200
Storage Blk Time (%)0414
Queuing Penalty (veh)0168
Intersection: 5: I-5 SB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 357 156 91 232 341 279
Average Queue (ft) 300 13 21 77 130 152
95th Queue (ft)421 78 59 177 284 274
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 12 0 1
Queuing Penalty (veh) 61 0 0
Storage Bay Dist (ft)111 200
Storage Blk Time (%)0418
Queuing Penalty (veh)0 1 6 14
South Ashland Business Park TPRA J - 3
Queuing and Blocking Report
2019 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 6
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 283 461 144 126 70 69
Average Queue (ft) 246 247 83 69 30 29
95th Queue (ft)339 546 153 131 72 71
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)11
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 25 1000
Queuing Penalty (veh) 135 2100
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 283 486 199 139 69 68
Average Queue (ft) 209 169 82 62 27 24
95th Queue (ft)323 458 156 122 59 54
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)7
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 16 01000
Queuing Penalty (veh) 75 11000
Intersection: 6: I-5 NB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 284 507 206 145 82 78
Average Queue (ft) 218 188 82 64 28 25
95th Queue (ft)331 485 156 124 62 58
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)8
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 18 01000
Queuing Penalty (veh) 90 12000
South Ashland Business Park TPRA J - 4
Queuing and Blocking Report
2019 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 7
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #1
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)56 29
Average Queue (ft)34 5
95th Queue (ft)62 30
Link Distance (ft)646 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #2
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)84 96
Average Queue (ft)35 9
95th Queue (ft)69 58
Link Distance (ft)646 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, All Intervals
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)88 96
Average Queue (ft)35 8
95th Queue (ft)67 52
Link Distance (ft)646 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA J - 5
Queuing and Blocking Report
2019 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 8
Intersection: 8: Washington St & Independent Way, Interval #1
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)35 13
Average Queue (ft)24 1
95th Queue (ft)49 11
Link Distance (ft)646 191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, Interval #2
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)35 13
Average Queue (ft)18 1
95th Queue (ft)46 8
Link Distance (ft)646 191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, All Intervals
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)35 26
Average Queue (ft)20 1
95th Queue (ft)47 9
Link Distance (ft)646 191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA J - 6
Queuing and Blocking Report
2019 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 10
Intersection: 10: Site Driveway & Washington St, Interval #1
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, Interval #2
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, All Intervals
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty, Interval #1: 884
Network wide Queuing Penalty, Interval #2: 361
Network wide Queuing Penalty, All Intervals: 492
South Ashland Business Park TPRA J - 7
Queuing and Blocking Report
2019 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 3
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #1
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 191 484 437 180 320 290 174 489 120 224
Average Queue (ft) 137 361 303 160 228 214 155 372 80 131
95th Queue (ft)229 529 475 210 360 299 204 632 143 228
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)1
Queuing Penalty (veh)4
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)6 49 34 16 43 55 16 28
Queuing Penalty (veh) 26 54 111 41 154 76 33 21
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #2
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 422 376 180 320 246 174 415 152 234
Average Queue (ft) 99 256 181 128 144 142 103 189 61 105
95th Queue (ft)205 390 314 196 283 227 192 345 133 197
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)4 35 21 5 16 34 6 21
Queuing Penalty (veh) 12 30 51 10 43 36 10 12
Intersection: 3: Tolman Creek Rd & Ashland Street, All Intervals
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 508 474 180 357 306 174 489 152 277
Average Queue (ft) 108 281 210 135 164 159 116 233 66 111
95th Queue (ft)215 442 378 204 314 258 205 460 137 206
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)0
Queuing Penalty (veh)1
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)4 39 24 8 23 40 9 23
Queuing Penalty (veh) 16 36 66 18 71 46 16 14
South Ashland Business Park TPRA J - 8
Queuing and Blocking Report
2019 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 4
Intersection: 4: Washington St & Ashland Street, Interval #1
Movement EB EB WB WB NB NB
Directions Served T TR L T L R
Maximum Queue (ft) 549 427 86 48 297 98
Average Queue (ft) 280 72 53 7 184 81
95th Queue (ft)590 332 96 54 436 116
Link Distance (ft)655 655 327 615
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1 0 0 67
Queuing Penalty (veh)3003
Intersection: 4: Washington St & Ashland Street, Interval #2
Movement EB EB WB WB NB NB
Directions Served T TR L T L R
Maximum Queue (ft) 601 541 104 77 324 94
Average Queue (ft) 232 81 50 3 170 72
95th Queue (ft)575 373 95 38 515 114
Link Distance (ft)655 655 327 615
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 2 0 1
Storage Bay Dist (ft)100 73
Storage Blk Time (%)2 0 1 46
Queuing Penalty (veh)6012
Intersection: 4: Washington St & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served T TR L T L R
Maximum Queue (ft) 601 541 106 77 437 98
Average Queue (ft) 244 78 51 4 174 74
95th Queue (ft)581 363 95 42 498 115
Link Distance (ft)655 655 327 615
Upstream Blk Time (%) 0 0 1
Queuing Penalty (veh) 1 0 0
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1 0 1 51
Queuing Penalty (veh)5013
South Ashland Business Park TPRA J - 9
Queuing and Blocking Report
2019 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 5
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 356 134 44 200 430 282
Average Queue (ft) 318 19 19 92 190 208
95th Queue (ft)427 111 47 201 444 323
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 15 1 3
Queuing Penalty (veh) 81 4 0
Storage Bay Dist (ft)111 200
Storage Blk Time (%)5 6 18
Queuing Penalty (veh)1 37 36
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 358 144 103 175 360 268
Average Queue (ft) 299 18 23 65 131 138
95th Queue (ft)417 86 67 145 303 250
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 12 0 1
Queuing Penalty (veh) 59 0 0
Storage Bay Dist (ft)111 200
Storage Blk Time (%)0215
Queuing Penalty (veh)0179
Intersection: 5: I-5 SB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 366 150 103 215 430 284
Average Queue (ft) 304 18 22 72 145 155
95th Queue (ft)420 93 63 161 345 278
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 13 0 1
Queuing Penalty (veh) 65 1 0
Storage Bay Dist (ft)111 200
Storage Blk Time (%)0338
Queuing Penalty (veh)0 1 15 16
South Ashland Business Park TPRA J - 10
Queuing and Blocking Report
2019 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 6
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 283 456 175 165 65 68
Average Queue (ft) 236 208 92 78 26 32
95th Queue (ft)320 525 165 143 66 68
Link Distance (ft)500 838 568
Upstream Blk Time (%)2
Queuing Penalty (veh)19
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 21 01100
Queuing Penalty (veh) 117 04300
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 284 503 179 134 69 66
Average Queue (ft) 216 147 86 61 24 24
95th Queue (ft)324 453 157 113 58 52
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)7
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 17 1 0 0
Queuing Penalty (veh) 81 2 0 0
Intersection: 6: I-5 NB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 284 507 224 186 78 80
Average Queue (ft) 221 162 87 65 24 26
95th Queue (ft)325 474 159 122 60 56
Link Distance (ft)500 838 568
Upstream Blk Time (%)1
Queuing Penalty (veh)10
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%) 18 01000
Queuing Penalty (veh) 90 02100
South Ashland Business Park TPRA J - 11
Queuing and Blocking Report
2019 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 7
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #1
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft)76 24 52
Average Queue (ft)46 4 15
95th Queue (ft)81 37 53
Link Distance (ft)646 1699 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #2
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)88 85
Average Queue (ft)43 9
95th Queue (ft)71 51
Link Distance (ft)646 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, All Intervals
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft)94 24 98
Average Queue (ft)43 1 10
95th Queue (ft)74 18 52
Link Distance (ft)646 1699 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA J - 12
Queuing and Blocking Report
2019 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 8
Intersection: 8: Washington St & Independent Way, Interval #1
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)45 21
Average Queue (ft)31 6
95th Queue (ft)55 27
Link Distance (ft)646 191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, Interval #2
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)45 38
Average Queue (ft)22 3
95th Queue (ft)50 19
Link Distance (ft)646 191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, All Intervals
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)54 39
Average Queue (ft)24 3
95th Queue (ft)52 21
Link Distance (ft)646 191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA J - 13
Queuing and Blocking Report
2019 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 10
Intersection: 10: Site Driveway & Washington St, Interval #1
Movement NB
Directions Served LR
Maximum Queue (ft)40
Average Queue (ft)34
95th Queue (ft)48
Link Distance (ft)316
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, Interval #2
Movement NB
Directions Served LR
Maximum Queue (ft)46
Average Queue (ft)28
95th Queue (ft)52
Link Distance (ft)316
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, All Intervals
Movement NB
Directions Served LR
Maximum Queue (ft)51
Average Queue (ft)29
95th Queue (ft)52
Link Distance (ft)316
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty, Interval #1: 853
Network wide Queuing Penalty, Interval #2: 395
Network wide Queuing Penalty, All Intervals: 510
South Ashland Business Park TPRA J - 14
SANDOW ENGINEERING
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South Ashland Business Park
Queuing and Blocking Report
2023 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 3
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #1
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 536 450 180 341 181 174 458 112 198
Average Queue (ft) 181 423 302 147 143 149 121 263 59 96
95th Queue (ft)223 577 446 191 206 194 221 442 129 171
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%) 11 63 42 6 3 66 26 11
Queuing Penalty (veh) 48 66 121 13 11 70 47 8
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #2
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 863 871 180 282 192 174 629 167 304
Average Queue (ft) 141 666 595 123 130 123 124 230 112 140
95th Queue (ft)257 942 895 184 232 196 218 413 182 261
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)0
Queuing Penalty (veh)2
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)9 75 23 8 17 51 53 25
Queuing Penalty (veh) 37 74 63 18 51 51 90 16
Intersection: 3: Tolman Creek Rd & Ashland Street, All Intervals
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 863 871 180 341 192 174 629 167 304
Average Queue (ft) 151 607 524 129 133 130 123 238 99 130
95th Queue (ft)258 913 865 188 228 199 219 422 179 246
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)0
Queuing Penalty (veh)2
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%) 10 72 28 8 14 55 46 22
Queuing Penalty (veh) 40 72 78 16 41 56 79 14
South Ashland Business Park TPRA K - 1
Queuing and Blocking Report
2023 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 4
Intersection: 4: Washington St & Ashland Street, Interval #1
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 675 691 74 52 78
Average Queue (ft) 658 606 46 14 58
95th Queue (ft)691 787 85 45 85
Link Distance (ft)655 655 615
Upstream Blk Time (%) 23 18
Queuing Penalty (veh) 130 99
Storage Bay Dist (ft)100 73
Storage Blk Time (%)18
Queuing Penalty (veh)1
Intersection: 4: Washington St & Ashland Street, Interval #2
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 693 691 94 632 98
Average Queue (ft) 664 637 43 432 86
95th Queue (ft)695 702 83 716 101
Link Distance (ft)655 655 615
Upstream Blk Time (%) 15 6 34
Queuing Penalty (veh) 77 34 17
Storage Bay Dist (ft)100 73
Storage Blk Time (%)2 100
Queuing Penalty (veh)9 6
Intersection: 4: Washington St & Ashland Street, All Intervals
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 693 691 94 632 98
Average Queue (ft) 663 630 44 331 80
95th Queue (ft)695 737 84 717 107
Link Distance (ft)655 655 615
Upstream Blk Time (%) 17 9 26
Queuing Penalty (veh) 90 50 13
Storage Bay Dist (ft)100 73
Storage Blk Time (%)2 79
Queuing Penalty (veh)7 5
South Ashland Business Park TPRA K - 2
Queuing and Blocking Report
2023 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 5
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 341 11 46 199 199 295
Average Queue (ft) 335 6 13 96 104 158
95th Queue (ft)345 14 41 199 209 299
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 27
Queuing Penalty (veh) 151
Storage Bay Dist (ft)111 200
Storage Blk Time (%)7 1 11
Queuing Penalty (veh)2 8 23
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 342 56 46 188 213 219
Average Queue (ft) 332 13 22 57 114 107
95th Queue (ft)341 35 49 149 196 193
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 21
Queuing Penalty (veh) 111
Storage Bay Dist (ft)111 200
Storage Blk Time (%)2 0 1
Queuing Penalty (veh)1 2 3
Intersection: 5: I-5 SB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 342 56 46 199 213 295
Average Queue (ft) 333 11 20 67 111 119
95th Queue (ft)342 32 48 165 200 227
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 23
Queuing Penalty (veh) 121
Storage Bay Dist (ft)111 200
Storage Blk Time (%)4 1 4
Queuing Penalty (veh)1 3 8
South Ashland Business Park TPRA K - 3
Queuing and Blocking Report
2023 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 6
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 267 125 180 157 45 60
Average Queue (ft) 146 63 144 76 32 22
95th Queue (ft)246 116 190 144 58 58
Link Distance (ft)500 838 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%)2 3 0
Queuing Penalty (veh) 11 10 1
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 283 323 191 201 79 68
Average Queue (ft) 164 55 106 90 21 26
95th Queue (ft)276 202 171 173 62 55
Link Distance (ft)500 838 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%)5 1 2 0
Queuing Penalty (veh) 25 3 7 0
Intersection: 6: I-5 NB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 283 323 191 201 79 68
Average Queue (ft) 160 57 115 86 24 25
95th Queue (ft)270 187 182 166 63 56
Link Distance (ft)500 838 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%)4 1 2 0
Queuing Penalty (veh) 21 4 6 0
South Ashland Business Park TPRA K - 4
Queuing and Blocking Report
2023 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 7
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #1
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)48 31
Average Queue (ft)33 0
95th Queue (ft)43 0
Link Distance (ft)646 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #2
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft)55 53 94
Average Queue (ft)21 2 6
95th Queue (ft)50 21 35
Link Distance (ft)646 1699 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, All Intervals
Movement WB NB SB
Directions Served LR TR LT
Maximum Queue (ft)55 53 94
Average Queue (ft)24 2 5
95th Queue (ft)51 18 30
Link Distance (ft)646 1699 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA K - 5
Queuing and Blocking Report
2023 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 8
Intersection: 8: Washington St & Independent Way, Interval #1
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)56 29
Average Queue (ft)30 4
95th Queue (ft)55 21
Link Distance (ft)646 191
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, Interval #2
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 112 191
Average Queue (ft) 42 58
95th Queue (ft)85 197
Link Distance (ft)646 191
Upstream Blk Time (%)24
Queuing Penalty (veh)11
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, All Intervals
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 112 191
Average Queue (ft) 39 45
95th Queue (ft)80 172
Link Distance (ft)646 191
Upstream Blk Time (%)18
Queuing Penalty (veh)8
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA K - 6
Queuing and Blocking Report
2023 PM - Background Conditions 8/24/2017
South Ashland Business Park SimTraffic Report
Page 10
Intersection: 10: Site Driveway & Washington St, Interval #1
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, Interval #2
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, All Intervals
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty, Interval #1: 840
Network wide Queuing Penalty, Interval #2: 712
Network wide Queuing Penalty, All Intervals: 741
South Ashland Business Park TPRA K - 7
Queuing and Blocking Report
2023 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 3
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #1
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 477 410 172 191 203 173 299 103 194
Average Queue (ft) 112 360 274 126 115 128 120 192 62 121
95th Queue (ft)220 531 437 188 193 201 198 329 118 200
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)4 53 24 6 19 33 11 23
Queuing Penalty (veh) 16 56 71 13 61 43 19 15
Intersection: 3: Tolman Creek Rd & Ashland Street, Interval #2
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 670 604 180 307 234 173 406 166 238
Average Queue (ft) 127 363 303 132 144 136 106 183 62 110
95th Queue (ft)238 669 596 196 288 225 189 351 131 200
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)8 50 24 6 15 34 8 19
Queuing Penalty (veh) 31 49 64 13 45 41 14 12
Intersection: 3: Tolman Creek Rd & Ashland Street, All Intervals
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 192 700 639 180 308 240 174 407 166 238
Average Queue (ft) 124 363 296 130 137 134 109 185 62 113
95th Queue (ft)234 641 564 195 270 220 191 347 128 201
Link Distance (ft)1615 1615 655 655 627 1765
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 115 115 87 83
Storage Blk Time (%)7 51 24 6 16 34 9 20
Queuing Penalty (veh) 27 51 66 13 49 42 15 13
South Ashland Business Park TPRA K - 8
Queuing and Blocking Report
2023 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 4
Intersection: 4: Washington St & Ashland Street, Interval #1
Movement EB EB WB NB NB
Directions Served T TR L L R
Maximum Queue (ft) 686 602 94 563 98
Average Queue (ft) 470 258 56 302 86
95th Queue (ft)830 693 102 573 103
Link Distance (ft)655 655 615
Upstream Blk Time (%) 3 1 7
Queuing Penalty (veh) 15 5 8
Storage Bay Dist (ft)100 73
Storage Blk Time (%)2 93
Queuing Penalty (veh)10 6
Intersection: 4: Washington St & Ashland Street, Interval #2
Movement EB EB WB WB NB NB
Directions Served T TR L T L R
Maximum Queue (ft) 677 662 102 44 636 98
Average Queue (ft) 470 325 51 3 609 89
95th Queue (ft)809 820 94 32 686 103
Link Distance (ft)655 655 327 615
Upstream Blk Time (%) 5 3 82
Queuing Penalty (veh) 26 18 72
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1 0 100
Queuing Penalty (veh)4 0 6
Intersection: 4: Washington St & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served T TR L T L R
Maximum Queue (ft) 688 688 114 44 636 98
Average Queue (ft) 470 308 52 2 535 88
95th Queue (ft)814 792 96 28 798 103
Link Distance (ft)655 655 327 615
Upstream Blk Time (%) 4 3 63
Queuing Penalty (veh) 23 15 56
Storage Bay Dist (ft)100 73
Storage Blk Time (%)1 0 98
Queuing Penalty (veh)6 0 6
South Ashland Business Park TPRA K - 9
Queuing and Blocking Report
2023 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 5
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 348 98 41 176 168 227
Average Queue (ft) 334 24 21 80 96 134
95th Queue (ft)349 116 48 186 169 224
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 22 0
Queuing Penalty (veh) 132 1
Storage Bay Dist (ft)111 200
Storage Blk Time (%)4 2
Queuing Penalty (veh)1 4
Intersection: 5: I-5 SB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 348 160 71 192 244 274
Average Queue (ft) 333 22 18 69 99 130
95th Queue (ft)350 111 55 177 192 227
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 22 0
Queuing Penalty (veh) 118 2
Storage Bay Dist (ft)111 200
Storage Blk Time (%)4 0 3
Queuing Penalty (veh)1 0 5
Intersection: 5: I-5 SB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB SB SB
Directions Served T R L T LT R
Maximum Queue (ft) 354 221 71 228 244 289
Average Queue (ft) 334 22 19 71 99 131
95th Queue (ft)350 112 54 180 187 226
Link Distance (ft)327 327 500 556
Upstream Blk Time (%) 22 0
Queuing Penalty (veh) 122 1
Storage Bay Dist (ft)111 200
Storage Blk Time (%)4 0 3
Queuing Penalty (veh)1 0 5
South Ashland Business Park TPRA K - 10
Queuing and Blocking Report
2023 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 6
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #1
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 241 235 219 194 68 56
Average Queue (ft) 170 82 136 99 25 28
95th Queue (ft)281 276 229 187 64 60
Link Distance (ft)500 838 568
Upstream Blk Time (%)0
Queuing Penalty (veh)1
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%)5 5 1 0
Queuing Penalty (veh) 28 16 3 0
Intersection: 6: I-5 NB Ramp & Ashland Street, Interval #2
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 279 219 278 218 94 79
Average Queue (ft) 170 53 123 82 30 26
95th Queue (ft)280 149 230 170 70 57
Link Distance (ft)500 838 568
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%)4 3100
Queuing Penalty (veh) 24 10 3 0 0
Intersection: 6: I-5 NB Ramp & Ashland Street, All Intervals
Movement EB EB WB WB NB NB
Directions Served L T T R LT R
Maximum Queue (ft) 280 290 295 241 98 80
Average Queue (ft) 170 60 126 86 29 27
95th Queue (ft)280 189 231 175 69 58
Link Distance (ft)500 838 568
Upstream Blk Time (%)0
Queuing Penalty (veh)0
Storage Bay Dist (ft) 212 160 95
Storage Blk Time (%)5 4100
Queuing Penalty (veh) 25 11 3 0 0
South Ashland Business Park TPRA K - 11
Queuing and Blocking Report
2023 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 7
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #1
Movement WB SB
Directions Served LR LT
Maximum Queue (ft)58 44
Average Queue (ft)41 10
95th Queue (ft)59 42
Link Distance (ft)646 627
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, Interval #2
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 126 207
Average Queue (ft) 42 32
95th Queue (ft)89 219
Link Distance (ft)646 627
Upstream Blk Time (%)1
Queuing Penalty (veh)5
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 7: Tolman Creek Rd & Independent Way, All Intervals
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 126 207
Average Queue (ft) 42 27
95th Queue (ft)84 191
Link Distance (ft)646 627
Upstream Blk Time (%)1
Queuing Penalty (veh)4
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA K - 12
Queuing and Blocking Report
2023 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 8
Intersection: 8: Washington St & Independent Way, Interval #1
Movement EB NB
Directions Served LR LT
Maximum Queue (ft)40 83
Average Queue (ft)27 15
95th Queue (ft)48 70
Link Distance (ft)646 191
Upstream Blk Time (%)1
Queuing Penalty (veh)1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, Interval #2
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 484 210
Average Queue (ft) 246 154
95th Queue (ft)544 274
Link Distance (ft)646 191
Upstream Blk Time (%) 3 61
Queuing Penalty (veh) 1 75
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 8: Washington St & Independent Way, All Intervals
Movement EB NB
Directions Served LR LT
Maximum Queue (ft) 484 210
Average Queue (ft) 193 121
95th Queue (ft)495 266
Link Distance (ft)646 191
Upstream Blk Time (%) 2 46
Queuing Penalty (veh) 1 57
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
South Ashland Business Park TPRA K - 13
Queuing and Blocking Report
2023 PM - Build Conditions 9/7/2017
South Ashland Business Park SimTraffic Report
Page 10
Intersection: 10: Site Driveway & Washington St, Interval #1
Movement NB
Directions Served LR
Maximum Queue (ft)61
Average Queue (ft)34
95th Queue (ft)59
Link Distance (ft)316
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, Interval #2
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)36 188
Average Queue (ft)6 64
95th Queue (ft)37 182
Link Distance (ft)146 316
Upstream Blk Time (%)2
Queuing Penalty (veh)0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 10: Site Driveway & Washington St, All Intervals
Movement WB NB
Directions Served LT LR
Maximum Queue (ft)36 193
Average Queue (ft)5 57
95th Queue (ft)32 163
Link Distance (ft)146 316
Upstream Blk Time (%)1
Queuing Penalty (veh)0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty, Interval #1: 547
Network wide Queuing Penalty, Interval #2: 674
Network wide Queuing Penalty, All Intervals: 642
South Ashland Business Park TPRA K - 14
SANDOW ENGINEERING
AP
P
E
N
D
I
X
L
:
2
0
3
4
S
Y
N
C
H
R
O
A
N
A
L
Y
S
I
S
South Ashland Business Park
Lanes, Volumes, Timings
1: Walker Ave & Ashland St 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)142 783 26 77 530 133 8 36 98 162 63 73
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)110 0 110 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft)70 70 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.995 0.970 0.907 0.967
Flt Protected 0.950 0.950 0.997 0.973
Satd. Flow (prot)1662 3277 0 1630 3200 0 0 1550 0 0 1647 0
Flt Permitted 0.950 0.950 0.979 0.746
Satd. Flow (perm)1662 3277 0 1630 3200 0 0 1522 0 0 1262 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)3 28 107 16
Link Speed (mph)30 30 25 25
Link Distance (ft)960 649 645 680
Travel Time (s)21.8 14.8 17.6 18.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)0% 1% 0% 2% 1% 0% 0% 0% 3% 0% 0% 0%
Adj. Flow (vph)154 851 28 84 576 145 9 39 107 176 68 79
Shared Lane Traffic (%)
Lane Group Flow (vph) 154 879 0 84 721 0 0 155 0 0 323 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 1 2 1 1 2 1 2
Detector Template ODOT Left/SideODOT 30 Thru ODOT Left/SideODOT 30 Thru LeftODOT Left/Side LeftODOT Left/Side
Leading Detector (ft)78 183 78 183 20 78 20 78
Trailing Detector (ft)2 177 2 177 0 2 0 2
Detector 1 Position(ft)2 177 2 177 0 2 0 2
Detector 1 Size(ft)16 6 16 6 20 16 20 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 72 72 72
Detector 2 Size(ft)6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 4
South Ashland Business Park TPRA L - 1
Lanes, Volumes, Timings
1: Walker Ave & Ashland St 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s)4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)23.0 50.0 17.0 44.0 53.0 53.0 53.0 53.0
Total Split (%)19.2% 41.7% 14.2% 36.7% 44.2% 44.2% 44.2% 44.2%
Maximum Green (s) 19.0 46.0 13.0 40.0 49.0 49.0 49.0 49.0
Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)22.2 22.2 13.0 13.0 13.0 13.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)12.5 27.0 9.3 20.5 25.2 25.2
Actuated g/C Ratio 0.17 0.38 0.13 0.29 0.35 0.35
v/c Ratio 0.53 0.71 0.40 0.77 0.26 0.71
Control Delay 39.5 25.6 41.5 30.3 8.6 30.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.5 25.6 41.5 30.3 8.6 30.2
LOS DC DC A C
Approach Delay 27.7 31.5 8.6 30.2
Approach LOS C C A C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 71.6
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 28.1 Intersection LOS: C
Intersection Capacity Utilization 69.6%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 1: Walker Ave & Ashland St
South Ashland Business Park TPRA L - 2
HCM Signalized Intersection Capacity Analysis
1: Walker Ave & Ashland St 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)142 783 26 77 530 133 8 36 98 162 63 73
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.97 0.91 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.97
Satd. Flow (prot)1662 3277 1630 3199 1550 1647
Flt Permitted 0.95 1.00 0.95 1.00 0.98 0.75
Satd. Flow (perm)1662 3277 1630 3199 1522 1263
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)154 851 28 84 576 145 9 39 107 176 68 79
RTOR Reduction (vph)020019006900100
Lane Group Flow (vph) 154 877 0 84 702 0 0 86 0 0 313 0
Heavy Vehicles (%) 0% 1% 0% 2% 1% 0% 0% 0% 3% 0% 0% 0%
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 4
Actuated Green, G (s) 12.5 27.0 7.4 21.9 25.2 25.2
Effective Green, g (s) 12.5 27.0 7.4 21.9 25.2 25.2
Actuated g/C Ratio 0.17 0.38 0.10 0.31 0.35 0.35
Clearance Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph) 290 1235 168 978 535 444
v/s Ratio Prot c0.09 c0.27 0.05 0.22
v/s Ratio Perm 0.06 c0.25
v/c Ratio 0.53 0.71 0.50 0.72 0.16 0.70
Uniform Delay, d1 26.9 19.0 30.4 22.1 15.9 20.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.5 2.1 1.7 2.7 0.1 4.7
Delay (s)28.3 21.1 32.1 24.8 16.0 24.6
Level of Service C C C C B C
Approach Delay (s)22.1 25.6 16.0 24.6
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 23.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 71.6 Sum of lost time (s)12.0
Intersection Capacity Utilization 69.6% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 3
Lanes, Volumes, Timings
2: Normal Ave & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)25 915 19 68 776 24 12 5 22 24 3 5
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)180 0 100 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft)70 60 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.997 0.995 0.922 0.980
Flt Protected 0.950 0.950 0.985 0.964
Satd. Flow (prot)1662 3283 0 1662 3308 0 0 1589 0 0 1653 0
Flt Permitted 0.950 0.950 0.985 0.964
Satd. Flow (perm)1662 3283 0 1662 3308 0 0 1589 0 0 1653 0
Link Speed (mph)30 30 25 25
Link Distance (ft)734 1448 1568 912
Travel Time (s)16.7 32.9 42.8 24.9
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%)0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph)26 953 20 71 808 25 13 5 23 25 3 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 26 973 0 71 833 0 0 40 0 0 33 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 46.4% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 4
HCM 2010 TWSC
2: Normal Ave & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 6
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 25 915 19 68 776 24 12 5 22 24 3 5
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 180 - - 100 - -- - -- - -
Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 -
Grade, %- 0 -- 0 -- 0 -- 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, %0 1 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 26 953 20 71 808 25 12 5 23 25 3 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 833 0 0 973 0 0 1562 1990 486 1494 1988 417
Stage 1 - - - - - - 1015 1015 - 963 963 -
Stage 2 - - -- - - 547 975 - 531 1025 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - -- - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - -- - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 809 - - 717 - - 77 61 533 87 62 590
Stage 1 - - -- - - 259 318 - 278 337 -
Stage 2 - - -- - - 494 332 - 505 315 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 809 - - 717 - - 66 53 533 70 54 590
Mov Cap-2 Maneuver - - -- - - 66 53 - 70 54 -
Stage 1 - - -- - - 251 308 - 269 304 -
Stage 2 - - -- - - 437 299 - 460 305 -
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.8 48.1 80.4
HCM LOS E F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)123 809 - - 717 - - 79
HCM Lane V/C Ratio 0.33 0.032 - - 0.099 - - 0.422
HCM Control Delay (s) 48.1 9.6 - - 10.6 - - 80.4
HCM Lane LOS E A - - B - - F
HCM 95th %tile Q(veh) 1.3 0.1 - - 0.3 - - 1.7
South Ashland Business Park TPRA L - 5
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)125 1016 95 240 617 77 137 116 230 70 121 69
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.983 0.900 0.945
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3252 0 1630 3229 0 1662 1539 0 1662 1643 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3252 0 1630 3229 0 1662 1539 0 1662 1643 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)10 14 76 21
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 724 696 1812
Travel Time (s)32.7 14.1 19.0 49.4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)132 1069 100 253 649 81 144 122 242 74 127 73
Shared Lane Traffic (%)
Lane Group Flow (vph) 132 1169 0 253 730 0 144 364 0 74 200 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA L - 6
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)21.0 52.0 25.0 56.0 18.0 30.0 13.0 25.0
Total Split (%)17.5% 43.3% 20.8% 46.7% 15.0% 25.0% 10.8% 20.8%
Maximum Green (s) 16.5 47.5 20.5 51.5 14.0 26.0 9.0 21.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 13.8 44.6 20.0 50.8 12.8 25.6 8.3 18.3
Actuated g/C Ratio 0.12 0.40 0.18 0.45 0.11 0.23 0.07 0.16
v/c Ratio 0.65 0.90 0.87 0.50 0.76 0.89 0.61 0.70
Control Delay 64.7 42.6 75.9 23.6 76.1 59.7 74.9 54.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 64.7 42.6 75.9 23.6 76.1 59.7 74.9 54.5
LOS ED EC EE ED
Approach Delay 44.8 37.1 64.3 60.0
Approach LOS D D E E
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 112.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 46.9 Intersection LOS: D
Intersection Capacity Utilization 87.7%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA L - 7
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)125 1016 95 240 617 77 137 116 230 70 121 69
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3253 1630 3230 1662 1540 1662 1644
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3253 1630 3230 1662 1540 1662 1644
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)132 1069 100 253 649 81 144 122 242 74 127 73
RTOR Reduction (vph)06008005900170
Lane Group Flow (vph) 132 1163 0 253 722 0 144 305 0 74 183 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 13.2 44.1 19.5 50.4 12.8 25.6 6.7 19.5
Effective Green, g (s) 13.7 44.6 20.0 50.9 12.8 25.6 6.7 19.5
Actuated g/C Ratio 0.12 0.40 0.18 0.45 0.11 0.23 0.06 0.17
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 199 1285 288 1456 188 349 98 283
v/s Ratio Prot 0.08 c0.36 c0.16 0.22 c0.09 c0.20 0.04 0.11
v/s Ratio Perm
v/c Ratio 0.66 0.91 0.88 0.50 0.77 0.87 0.76 0.65
Uniform Delay, d1 47.4 32.2 45.3 21.9 48.6 42.1 52.3 43.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.3 9.4 24.5 0.4 16.2 20.7 26.5 4.4
Delay (s)54.7 41.6 69.8 22.3 64.8 62.8 78.8 47.9
Level of Service D D E C E E E D
Approach Delay (s)42.9 34.5 63.4 56.2
Approach LOS D C E E
Intersection Summary
HCM 2000 Control Delay 44.8 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 112.9 Sum of lost time (s)16.0
Intersection Capacity Utilization 87.7% ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 8
Lanes, Volumes, Timings
4: Washington St & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)1239 17 86 855 12 123
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.998 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3286 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3286 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)724 413 696
Travel Time (s)14.1 8.0 19.0
Confl. Peds. (#/hr)979
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)1318 18 91 910 13 131
Shared Lane Traffic (%)
Lane Group Flow (vph) 1336 0 91 910 13 131
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 56.4% ICU Level of Service B
Analysis Period (min) 15
South Ashland Business Park TPRA L - 9
HCM 2010 TWSC
4: Washington St & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 1.9
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 1239 17 86 855 12 123
Conflicting Peds, #/hr 0 979 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 1318 18 91 910 13 131
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1336 0 1965 668
Stage 1 - -- -1327 -
Stage 2 - -- -638 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 523 -56 405
Stage 1 - -- -216 -
Stage 2 - -- -494 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 523 -~ 9 405
Mov Cap-2 Maneuver - -- -54 -
Stage 1 - -- -216 -
Stage 2 - -- -75 -
Approach EB WB NB
HCM Control Delay, s 0 1.2 24.6
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)54 405 - - 523 -
HCM Lane V/C Ratio 0.236 0.323 - - 0.175 -
HCM Control Delay (s) 91.2 18.1 - - 13.3 -
HCM Lane LOS F C - - B -
HCM 95th %tile Q(veh) 0.8 1.4 - - 0.6 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
South Ashland Business Park TPRA L - 10
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1273 96 29 398 00002091613
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.045 0.953
Satd. Flow (perm)0 1699 1458 79 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)85 565
Link Speed (mph)35 35 45 45
Link Distance (ft)413 560 744 614
Travel Time (s)8.0 10.9 11.3 9.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 1340 101 31 419 00002201645
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1340 101 31 419 00000221645
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA L - 11
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s)0.0 0.0
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Detector Phase 2216 444
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0 4.0 6.0 6.0 6.0
Minimum Split (s)14.5 14.5 13.0 14.0 13.0 13.0 13.0
Total Split (s)89.0 89.0 13.0 102.0 18.0 18.0 18.0
Total Split (%)74.2% 74.2% 10.8% 85.0%15.0% 15.0% 15.0%
Maximum Green (s)84.5 84.5 8.5 97.5 12.6 12.6 12.6
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s)-0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5 2.5
Minimum Gap (s)2.7 2.7 2.0 2.7 2.0 2.0 2.0
Time Before Reduce (s)10.0 10.0 8.0 10.0 8.0 8.0 8.0
Time To Reduce (s)13.0 13.0 4.0 13.0 4.0 4.0 4.0
Recall Mode Min Min None Min None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)19.1 19.1 21.7 19.0 19.0 19.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)85.2 85.2 91.1 91.1 14.0 14.0
Actuated g/C Ratio 0.75 0.75 0.81 0.81 0.12 0.12
v/c Ratio 1.05 0.09 0.21 0.31 1.13 0.96
Control Delay 55.3 1.5 5.4 3.5 147.8 33.8
Queue Delay 0.0 0.0 0.0 0.4 0.0 0.0
Total Delay 55.3 1.5 5.4 3.8 147.8 33.8
LOS EAAA FC
Approach Delay 51.6 3.9 62.9
Approach LOS D A E
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 113.1
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 47.3 Intersection LOS: D
Intersection Capacity Utilization 98.7% ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 5: I-5 SB Ramp & Ashland Street
South Ashland Business Park TPRA L - 12
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1273 96 29 398 00002091613
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.04 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 78 1699 1588 1458
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)0 1340 101 31 419 00002201645
RTOR Reduction (vph) 0 0 22 00000000496
Lane Group Flow (vph) 0 1340 79 31 419 00000221149
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)84.7 84.7 92.5 92.5 12.6 12.6
Effective Green, g (s)85.2 85.2 93.0 93.0 14.0 14.0
Actuated g/C Ratio 0.74 0.74 0.81 0.81 0.12 0.12
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1258 1080 115 1373 193 177
v/s Ratio Prot c0.79 0.01 c0.25
v/s Ratio Perm 0.05 0.21 0.14 0.10
v/c Ratio 1.07 0.07 0.27 0.31 1.15 0.84
Uniform Delay, d1 14.9 4.1 34.3 2.8 50.5 49.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 44.7 0.0 0.9 0.2 109.3 28.2
Delay (s)59.6 4.1 35.2 3.0 159.8 77.6
Level of Service E A D A F E
Approach Delay (s)55.7 5.2 0.0 98.6
Approach LOS E A A F
Intersection Summary
HCM 2000 Control Delay 60.9 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 1.05
Actuated Cycle Length (s) 115.0 Sum of lost time (s)12.0
Intersection Capacity Utilization 98.7% ICU Level of Service F
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 13
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)829 653 0 0 380 367 47 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.197 0.950
Satd. Flow (perm)341 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)293 55
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)873 687 0 0 400 386 49 0 54 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 873 687 0 0 400 386 0 49 54 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA L - 14
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 14.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)52.0 88.2 36.2 36.2 31.8 31.8 31.8
Total Split (%)43.3% 73.5%30.2% 30.2% 26.5% 26.5% 26.5%
Maximum Green (s) 47.5 83.7 31.7 31.7 26.4 26.4 26.4
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)80.3 81.3 27.5 27.5 9.7 9.7
Actuated g/C Ratio 0.84 0.85 0.29 0.29 0.10 0.10
v/c Ratio 0.91 0.46 0.80 0.61 0.31 0.29
Control Delay 32.8 3.7 45.3 12.4 47.9 15.8
Queue Delay 3.8 0.5 0.0 0.0 0.0 0.0
Total Delay 36.6 4.2 45.3 12.4 47.9 15.8
LOS DA DB DB
Approach Delay 22.3 29.1 31.1
Approach LOS C C C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 95.2
Natural Cycle: 130
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 24.9 Intersection LOS: C
Intersection Capacity Utilization 98.7% ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA L - 15
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)829 653 0 0 380 367 47 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.20 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)341 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)873 687 0 0 400 386 49 0 54 0 0 0
RTOR Reduction (vph)000002100049000
Lane Group Flow (vph) 873 687 0 0 400 176 0 49 5000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 79.8 79.8 27.0 27.0 6.8 6.8
Effective Green, g (s) 80.3 80.3 27.5 27.5 8.2 8.2
Actuated g/C Ratio 0.83 0.83 0.28 0.28 0.08 0.08
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 943 1456 493 415 130 112
v/s Ratio Prot c0.47 0.39 0.23
v/s Ratio Perm c0.30 0.12 0.03 0.00
v/c Ratio 0.93 0.47 0.81 0.43 0.38 0.04
Uniform Delay, d1 16.3 2.2 32.1 28.1 41.7 40.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 14.5 0.3 10.3 1.0 1.3 0.1
Delay (s)30.8 2.6 42.4 29.0 43.1 40.6
Level of Service C A D C D D
Approach Delay (s)18.4 35.8 41.8 0.0
Approach LOS B D D A
Intersection Summary
HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 96.5 Sum of lost time (s)12.0
Intersection Capacity Utilization 98.7% ICU Level of Service F
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 16
Lanes, Volumes, Timings
7: Tolman Creek Rd & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 21
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (vph)42 97 452 17 21 482
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.906 0.995
Flt Protected 0.985 0.998
Satd. Flow (prot)1531 0 1707 0 0 1712
Flt Permitted 0.985 0.998
Satd. Flow (perm)1531 0 1707 0 0 1712
Link Speed (mph)30 25 25
Link Distance (ft)708 1733 696
Travel Time (s)16.1 47.3 19.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)46 105 491 18 23 524
Shared Lane Traffic (%)
Lane Group Flow (vph) 151 0 509 0 0 547
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 61.7% ICU Level of Service B
Analysis Period (min) 15
South Ashland Business Park TPRA L - 17
HCM 2010 TWSC
7: Tolman Creek Rd & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 22
Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 42 97 452 17 21 482
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 46 105 491 18 23 524
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1071 501 0 0 510 0
Stage 1 501 -- -- -
Stage 2 570 -- -- -
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 244 570 - - 1055 -
Stage 1 609 -- -- -
Stage 2 566 -- -- -
Platoon blocked, %- --
Mov Cap-1 Maneuver 236 570 - - 1055 -
Mov Cap-2 Maneuver 370 -- -- -
Stage 1 609 -- -- -
Stage 2 548 -- -- -
Approach WB NB SB
HCM Control Delay, s 15.6 0 0.4
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 490 1055 -
HCM Lane V/C Ratio - - 0.308 0.022 -
HCM Control Delay (s) - - 15.6 8.5 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.3 0.1 -
South Ashland Business Park TPRA L - 18
Lanes, Volumes, Timings
8: Washington St & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 23
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph)58 11 25 35 25 37
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.978 0.919
Flt Protected 0.960 0.980
Satd. Flow (prot)1611 0 0 1681 1577 0
Flt Permitted 0.960 0.980
Satd. Flow (perm)1611 0 0 1681 1577 0
Link Speed (mph)25 25 25
Link Distance (ft)708 248 696
Travel Time (s)19.3 6.8 19.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)68 13 29 41 29 44
Shared Lane Traffic (%)
Lane Group Flow (vph) 81 0 0 70 73 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 0 0
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.1% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 19
HCM 2010 TWSC
8: Washington St & Independent Way 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 4.5
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 58 11 25 35 25 37
Conflicting Peds, #/hr 0 0 0 0 0 0
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 2 2 2 2 2
Mvmt Flow 68 13 29 41 29 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 151 51 73 0 - 0
Stage 1 51 -- -- -
Stage 2 100 -- -- -
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 841 1017 1527 -- -
Stage 1 971 -- -- -
Stage 2 924 -- -- -
Platoon blocked, %-- -
Mov Cap-1 Maneuver 825 1017 1527 -- -
Mov Cap-2 Maneuver 825 -- -- -
Stage 1 971 -- -- -
Stage 2 906 -- -- -
Approach EB NB SB
HCM Control Delay, s 9.7 3.1 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1527 - 851 - -
HCM Lane V/C Ratio 0.019 - 0.095 - -
HCM Control Delay (s) 7.4 0 9.7 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
South Ashland Business Park TPRA L - 20
Lanes, Volumes, Timings
10: Site Driveway & Washington St 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 27
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)7 0 0 17 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1716 0 0 1716 1716 0
Flt Permitted
Satd. Flow (perm) 1716 0 0 1716 1716 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)8 0 0 20 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 8 0 0 20 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 6.7% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 21
HCM 2010 TWSC
10: Site Driveway & Washington St 8/23/2017
South Ashland Business Park 12/1/2016 2034 PM - Background Conditions Synchro 8 Report
Page 28
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 7 0 0 17 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
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 2 2 2 2 2
Mvmt Flow 8 0 0 20 0 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 8 0 28 8
Stage 1 - -- -8 -
Stage 2 - -- -20 -
Critical Hdwy - - 4.12 -6.42 6.22
Critical Hdwy Stg 1 - -- -5.42 -
Critical Hdwy Stg 2 - -- -5.42 -
Follow-up Hdwy - - 2.218 -3.518 3.318
Pot Cap-1 Maneuver - - 1612 -987 1074
Stage 1 - -- -1015 -
Stage 2 - -- -1003 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1612 -987 1074
Mov Cap-2 Maneuver - -- -987 -
Stage 1 - -- -1015 -
Stage 2 - -- -1003 -
Approach EB WB NB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)- - - 1612 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) - - - 0 -
South Ashland Business Park TPRA L - 22
Lanes, Volumes, Timings
1: Walker Ave & Ashland St 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)142 785 26 85 541 136 8 36 100 163 63 73
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)110 0 110 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft)70 70 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.995 0.970 0.906 0.967
Flt Protected 0.950 0.950 0.997 0.973
Satd. Flow (prot)1662 3277 0 1630 3200 0 0 1548 0 0 1647 0
Flt Permitted 0.950 0.950 0.979 0.742
Satd. Flow (perm)1662 3277 0 1630 3200 0 0 1521 0 0 1256 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)3 28 109 16
Link Speed (mph)30 30 25 25
Link Distance (ft)960 649 645 680
Travel Time (s)21.8 14.8 17.6 18.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%)0% 1% 0% 2% 1% 0% 0% 0% 3% 0% 0% 0%
Adj. Flow (vph)154 853 28 92 588 148 9 39 109 177 68 79
Shared Lane Traffic (%)
Lane Group Flow (vph) 154 881 0 92 736 0 0 157 0 0 324 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 1 2 1 1 2 1 2
Detector Template ODOT Left/SideODOT 30 Thru ODOT Left/SideODOT 30 Thru LeftODOT Left/Side LeftODOT Left/Side
Leading Detector (ft)78 183 78 183 20 78 20 78
Trailing Detector (ft)2 177 2 177 0 2 0 2
Detector 1 Position(ft)2 177 2 177 0 2 0 2
Detector 1 Size(ft)16 6 16 6 20 16 20 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 72 72 72
Detector 2 Size(ft)6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 4
South Ashland Business Park TPRA L - 23
Lanes, Volumes, Timings
1: Walker Ave & Ashland St 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s)4.0 10.0 4.0 10.0 4.0 4.0 4.0 4.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)23.0 50.0 17.0 44.0 53.0 53.0 53.0 53.0
Total Split (%)19.2% 41.7% 14.2% 36.7% 44.2% 44.2% 44.2% 44.2%
Maximum Green (s) 19.0 46.0 13.0 40.0 49.0 49.0 49.0 49.0
Yellow Time (s)3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)22.2 22.2 13.0 13.0 13.0 13.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)12.5 27.4 9.6 21.1 25.7 25.7
Actuated g/C Ratio 0.17 0.38 0.13 0.29 0.35 0.35
v/c Ratio 0.54 0.71 0.43 0.78 0.26 0.72
Control Delay 40.5 26.0 42.6 30.5 8.6 30.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.5 26.0 42.6 30.5 8.6 30.8
LOS DC DC A C
Approach Delay 28.1 31.8 8.6 30.8
Approach LOS C C A C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 72.7
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 28.5 Intersection LOS: C
Intersection Capacity Utilization 70.3%ICU Level of Service C
Analysis Period (min) 15
Splits and Phases: 1: Walker Ave & Ashland St
South Ashland Business Park TPRA L - 24
HCM Signalized Intersection Capacity Analysis
1: Walker Ave & Ashland St 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)142 785 26 85 541 136 8 36 100 163 63 73
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 1.00 1.00 0.97 0.91 0.97
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.97
Satd. Flow (prot)1662 3277 1630 3199 1549 1647
Flt Permitted 0.95 1.00 0.95 1.00 0.98 0.74
Satd. Flow (perm)1662 3277 1630 3199 1521 1256
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)154 853 28 92 588 148 9 39 109 177 68 79
RTOR Reduction (vph)020019007000100
Lane Group Flow (vph) 154 879 0 92 717 0 0 87 0 0 314 0
Heavy Vehicles (%) 0% 1% 0% 2% 1% 0% 0% 0% 3% 0% 0% 0%
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 4
Actuated Green, G (s) 12.5 27.4 7.6 22.5 25.7 25.7
Effective Green, g (s) 12.5 27.4 7.6 22.5 25.7 25.7
Actuated g/C Ratio 0.17 0.38 0.10 0.31 0.35 0.35
Clearance Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph) 285 1235 170 990 537 444
v/s Ratio Prot c0.09 c0.27 0.06 0.22
v/s Ratio Perm 0.06 c0.25
v/c Ratio 0.54 0.71 0.54 0.72 0.16 0.71
Uniform Delay, d1 27.5 19.3 30.9 22.3 16.1 20.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 2.1 2.8 2.8 0.1 4.7
Delay (s)29.1 21.4 33.7 25.2 16.2 25.0
Level of Service C C C C B C
Approach Delay (s)22.5 26.1 16.2 25.0
Approach LOS C C B C
Intersection Summary
HCM 2000 Control Delay 23.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 72.7 Sum of lost time (s)12.0
Intersection Capacity Utilization 70.3% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 25
Lanes, Volumes, Timings
2: Normal Ave & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)25 921 19 76 806 27 12 5 23 25 3 5
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)180 0 100 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft)70 60 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.997 0.995 0.921 0.980
Flt Protected 0.950 0.950 0.986 0.963
Satd. Flow (prot)1662 3283 0 1662 3308 0 0 1589 0 0 1652 0
Flt Permitted 0.950 0.950 0.986 0.963
Satd. Flow (perm)1662 3283 0 1662 3308 0 0 1589 0 0 1652 0
Link Speed (mph)30 30 25 25
Link Distance (ft)734 1448 1568 912
Travel Time (s)16.7 32.9 42.8 24.9
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Heavy Vehicles (%)0% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Adj. Flow (vph)26 959 20 79 840 28 13 5 24 26 3 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 26 979 0 79 868 0 0 41 0 0 34 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Free Free Stop Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 47.3% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 26
HCM 2010 TWSC
2: Normal Ave & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 6
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Vol, veh/h 25 921 19 76 806 27 12 5 23 25 3 5
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 180 - - 100 - -- - -- - -
Veh in Median Storage, # - 0 -- 0 -- 0 -- 0 -
Grade, %- 0 -- 0 -- 0 -- 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, %0 1 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 26 959 20 79 840 28 12 5 24 26 3 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 868 0 0 979 0 0 1601 2047 490 1546 2043 434
Stage 1 - - - - - - 1021 1021 - 1012 1012 -
Stage 2 - - -- - - 580 1026 - 534 1031 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - -- - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - -- - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 785 - - 713 - - 72 57 529 79 57 576
Stage 1 - - -- - - 257 316 - 260 319 -
Stage 2 - - -- - - 472 315 - 503 313 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 785 - - 713 - - 61 49 529 62 49 576
Mov Cap-2 Maneuver - - -- - - 61 49 - 62 49 -
Stage 1 - - -- - - 248 306 - 251 284 -
Stage 2 - - -- - - 411 280 - 456 303 -
Approach EB WB NB SB
HCM Control Delay, s 0.3 0.9 51.9 98.4
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)117 785 - - 713 - - 70
HCM Lane V/C Ratio 0.356 0.033 - - 0.111 - - 0.491
HCM Control Delay (s) 51.9 9.7 - - 10.7 - - 98.4
HCM Lane LOS F A - - B - - F
HCM 95th %tile Q(veh) 1.4 0.1 - - 0.4 - - 2
South Ashland Business Park TPRA L - 27
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)125 1023 99 240 617 77 193 120 230 70 122 69
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.983 0.901 0.946
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3252 0 1630 3229 0 1662 1541 0 1662 1645 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3252 0 1630 3229 0 1662 1541 0 1662 1645 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)10 14 74 20
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 724 696 1812
Travel Time (s)32.7 14.1 19.0 49.4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)132 1077 104 253 649 81 203 126 242 74 128 73
Shared Lane Traffic (%)
Lane Group Flow (vph) 132 1181 0 253 730 0 203 368 0 74 201 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA L - 28
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)21.0 51.0 25.0 55.0 23.0 31.0 13.0 21.0
Total Split (%)17.5% 42.5% 20.8% 45.8% 19.2% 25.8% 10.8% 17.5%
Maximum Green (s) 16.5 46.5 20.5 50.5 19.0 27.0 9.0 17.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 13.8 44.6 20.0 50.8 17.0 27.2 8.3 15.9
Actuated g/C Ratio 0.12 0.39 0.18 0.45 0.15 0.24 0.07 0.14
v/c Ratio 0.66 0.92 0.88 0.50 0.82 0.87 0.62 0.81
Control Delay 65.4 46.0 78.2 24.4 73.5 55.9 75.9 69.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.4 46.0 78.2 24.4 73.5 55.9 75.9 69.1
LOS ED EC EE EE
Approach Delay 48.0 38.3 62.2 70.9
Approach LOS D D E E
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 113.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 49.5 Intersection LOS: D
Intersection Capacity Utilization 88.3%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA L - 29
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)125 1023 99 240 617 77 193 120 230 70 122 69
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3251 1630 3230 1662 1542 1662 1644
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3251 1630 3230 1662 1542 1662 1644
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)132 1077 104 253 649 81 203 126 242 74 128 73
RTOR Reduction (vph)06008005600170
Lane Group Flow (vph) 132 1175 0 253 722 0 203 312 0 74 184 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 13.3 44.1 19.5 50.3 17.0 27.2 6.8 17.0
Effective Green, g (s) 13.8 44.6 20.0 50.8 17.0 27.2 6.8 17.0
Actuated g/C Ratio 0.12 0.39 0.17 0.44 0.15 0.24 0.06 0.15
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 198 1265 284 1431 246 365 98 243
v/s Ratio Prot 0.08 c0.36 c0.16 0.22 c0.12 c0.20 0.04 0.11
v/s Ratio Perm
v/c Ratio 0.67 0.93 0.89 0.50 0.83 0.85 0.76 0.76
Uniform Delay, d1 48.2 33.5 46.2 22.9 47.4 41.8 53.1 46.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.4 12.0 27.3 0.4 19.3 17.1 26.5 12.1
Delay (s)55.6 45.5 73.6 23.3 66.7 58.9 79.6 58.9
Level of Service E D E C E E E E
Approach Delay (s)46.5 36.2 61.7 64.4
Approach LOS D D E E
Intersection Summary
HCM 2000 Control Delay 47.6 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 114.6 Sum of lost time (s)16.0
Intersection Capacity Utilization 88.3% ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 30
Lanes, Volumes, Timings
4: Washington St & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)1239 24 105 855 12 215
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.997 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3283 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3283 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)724 413 696
Travel Time (s)14.1 8.0 19.0
Confl. Peds. (#/hr)979
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)1318 26 112 910 13 229
Shared Lane Traffic (%)
Lane Group Flow (vph) 1344 0 112 910 13 229
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 59.4% ICU Level of Service B
Analysis Period (min) 15
South Ashland Business Park TPRA L - 31
HCM 2010 TWSC
4: Washington St & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 3.3
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 1239 24 105 855 12 215
Conflicting Peds, #/hr 0 979 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 1318 26 112 910 13 229
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1344 0 2009 672
Stage 1 - -- -1331 -
Stage 2 - -- -678 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 519 -53 403
Stage 1 - -- -215 -
Stage 2 - -- -471 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 519 -~ 8 403
Mov Cap-2 Maneuver - -- -50 -
Stage 1 - -- -215 -
Stage 2 - -- -68 -
Approach EB WB NB
HCM Control Delay, s 0 1.5 29
HCM LOS D
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)50 403 - - 519 -
HCM Lane V/C Ratio 0.255 0.568 - - 0.215 -
HCM Control Delay (s) 100.1 25 - - 13.8 -
HCM Lane LOS F D - - B -
HCM 95th %tile Q(veh) 0.9 3.4 - - 0.8 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
South Ashland Business Park TPRA L - 32
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1347 114 29 402 00002091628
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.045 0.953
Satd. Flow (perm)0 1699 1458 79 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)96 562
Link Speed (mph)35 35 45 45
Link Distance (ft)413 560 744 614
Travel Time (s)8.0 10.9 11.3 9.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 1418 120 31 423 00002201661
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1418 120 31 423 00000221661
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA L - 33
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 14
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s)0.0 0.0
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Detector Phase 2216 444
Switch Phase
Minimum Initial (s) 10.0 10.0 4.0 4.0 6.0 6.0 6.0
Minimum Split (s)14.5 14.5 13.0 14.0 13.0 13.0 13.0
Total Split (s)89.0 89.0 13.0 102.0 18.0 18.0 18.0
Total Split (%)74.2% 74.2% 10.8% 85.0%15.0% 15.0% 15.0%
Maximum Green (s)84.5 84.5 8.5 97.5 12.6 12.6 12.6
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s)-0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize?Yes Yes Yes
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5 2.5
Minimum Gap (s)2.7 2.7 2.0 2.7 2.0 2.0 2.0
Time Before Reduce (s)10.0 10.0 8.0 10.0 8.0 8.0 8.0
Time To Reduce (s)13.0 13.0 4.0 13.0 4.0 4.0 4.0
Recall Mode Min Min None Min None None None
Walk Time (s)7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s)19.1 19.1 21.7 19.0 19.0 19.0
Pedestrian Calls (#/hr)0 0 0 0 0 0
Act Effct Green (s)85.2 85.2 91.1 91.1 14.0 14.0
Actuated g/C Ratio 0.75 0.75 0.81 0.81 0.12 0.12
v/c Ratio 1.11 0.11 0.21 0.31 1.13 0.98
Control Delay 77.8 1.6 5.4 3.5 147.8 40.2
Queue Delay 0.0 0.0 0.0 0.4 0.0 0.0
Total Delay 77.8 1.6 5.4 3.9 147.8 40.2
LOS EAAA FD
Approach Delay 71.8 4.0 67.2
Approach LOS E A E
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 113.1
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.13
Intersection Signal Delay: 59.7 Intersection LOS: E
Intersection Capacity Utilization 102.9% ICU Level of Service G
Analysis Period (min) 15
Splits and Phases: 5: I-5 SB Ramp & Ashland Street
South Ashland Business Park TPRA L - 34
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1347 114 29 402 00002091628
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.04 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 78 1699 1588 1458
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)0 1418 120 31 423 00002201661
RTOR Reduction (vph) 0 0 25 00000000494
Lane Group Flow (vph) 0 1418 95 31 423 00000221167
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)84.7 84.7 92.5 92.5 12.6 12.6
Effective Green, g (s)85.2 85.2 93.0 93.0 14.0 14.0
Actuated g/C Ratio 0.74 0.74 0.81 0.81 0.12 0.12
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1258 1080 115 1373 193 177
v/s Ratio Prot c0.83 0.01 c0.25
v/s Ratio Perm 0.07 0.21 0.14 0.11
v/c Ratio 1.13 0.09 0.27 0.31 1.15 0.95
Uniform Delay, d1 14.9 4.1 34.3 2.8 50.5 50.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 67.9 0.0 0.9 0.2 109.3 51.5
Delay (s)82.8 4.2 35.2 3.0 159.8 101.7
Level of Service F A D A F F
Approach Delay (s)76.7 5.2 0.0 116.2
Approach LOS E A A F
Intersection Summary
HCM 2000 Control Delay 77.5 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 1.10
Actuated Cycle Length (s) 115.0 Sum of lost time (s)12.0
Intersection Capacity Utilization 102.9% ICU Level of Service G
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 35
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)901 655 0 0 381 367 50 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.198 0.950
Satd. Flow (perm)343 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)292 55
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)948 689 0 0 401 386 53 0 54 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 948 689 0 0 401 386 0 53 54 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA L - 36
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 14.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)52.0 88.2 36.2 36.2 31.8 31.8 31.8
Total Split (%)43.3% 73.5%30.2% 30.2% 26.5% 26.5% 26.5%
Maximum Green (s) 47.5 83.7 31.7 31.7 26.4 26.4 26.4
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)80.7 81.7 27.8 27.8 10.0 10.0
Actuated g/C Ratio 0.84 0.85 0.29 0.29 0.10 0.10
v/c Ratio 1.00 0.46 0.80 0.61 0.33 0.29
Control Delay 48.8 3.8 45.2 12.5 48.3 15.7
Queue Delay 11.9 0.6 0.0 0.0 0.0 0.0
Total Delay 60.7 4.4 45.2 12.5 48.3 15.7
LOS EA DB DB
Approach Delay 37.0 29.1 31.8
Approach LOS D C C
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 95.8
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 34.3 Intersection LOS: C
Intersection Capacity Utilization 102.9% ICU Level of Service G
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA L - 37
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)901 655 0 0 381 367 50 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.20 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)343 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)948 689 0 0 401 386 53 0 54 0 0 0
RTOR Reduction (vph)000002080049000
Lane Group Flow (vph) 948 689 0 0 401 178 0 53 5000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 80.1 80.1 27.3 27.3 7.0 7.0
Effective Green, g (s) 80.6 80.6 27.8 27.8 8.4 8.4
Actuated g/C Ratio 0.83 0.83 0.29 0.29 0.09 0.09
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 940 1454 496 417 133 115
v/s Ratio Prot c0.51 0.39 0.23
v/s Ratio Perm c0.33 0.12 0.03 0.00
v/c Ratio 1.01 0.47 0.81 0.43 0.40 0.04
Uniform Delay, d1 18.5 2.3 32.1 28.1 41.9 40.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 31.5 0.3 9.9 1.0 1.4 0.1
Delay (s)49.9 2.6 42.0 29.1 43.3 40.7
Level of Service D A D C D D
Approach Delay (s)30.0 35.7 42.0 0.0
Approach LOS C D D A
Intersection Summary
HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.98
Actuated Cycle Length (s) 97.0 Sum of lost time (s)12.0
Intersection Capacity Utilization 102.9% ICU Level of Service G
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 38
Lanes, Volumes, Timings
7: Tolman Creek Rd & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 21
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (vph)75 157 452 24 26 482
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.909 0.993
Flt Protected 0.984 0.997
Satd. Flow (prot)1535 0 1704 0 0 1711
Flt Permitted 0.984 0.997
Satd. Flow (perm)1535 0 1704 0 0 1711
Link Speed (mph)30 25 25
Link Distance (ft)708 1733 696
Travel Time (s)16.1 47.3 19.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)82 171 491 26 28 524
Shared Lane Traffic (%)
Lane Group Flow (vph) 253 0 517 0 0 552
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 72.2% ICU Level of Service C
Analysis Period (min) 15
South Ashland Business Park TPRA L - 39
HCM 2010 TWSC
7: Tolman Creek Rd & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 22
Intersection
Int Delay, s/veh 4.1
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 75 157 452 24 26 482
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 82 171 491 26 28 524
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1084 504 0 0 517 0
Stage 1 504 -- -- -
Stage 2 580 -- -- -
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 240 568 - - 1049 -
Stage 1 607 -- -- -
Stage 2 560 -- -- -
Platoon blocked, %- --
Mov Cap-1 Maneuver 231 568 - - 1049 -
Mov Cap-2 Maneuver 365 -- -- -
Stage 1 607 -- -- -
Stage 2 539 -- -- -
Approach WB NB SB
HCM Control Delay, s 20.4 0 0.4
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 481 1049 -
HCM Lane V/C Ratio - - 0.524 0.027 -
HCM Control Delay (s) - - 20.4 8.5 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 3 0.1 -
South Ashland Business Park TPRA L - 40
Lanes, Volumes, Timings
8: Washington St & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 23
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph)58 23 118 127 51 37
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.962 0.943
Flt Protected 0.965 0.976
Satd. Flow (prot)1593 0 0 1675 1618 0
Flt Permitted 0.965 0.976
Satd. Flow (perm)1593 0 0 1675 1618 0
Link Speed (mph)25 25 25
Link Distance (ft)708 248 696
Travel Time (s)19.3 6.8 19.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)68 27 139 149 60 44
Shared Lane Traffic (%)
Lane Group Flow (vph) 95 0 0 288 104 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 0 0
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 32.7% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 41
HCM 2010 TWSC
8: Washington St & Independent Way 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 4.7
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 58 23 118 127 51 37
Conflicting Peds, #/hr 0 0 0 0 0 0
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 2 2 2 2 2
Mvmt Flow 68 27 139 149 60 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 509 82 104 0 - 0
Stage 1 82 -- -- -
Stage 2 427 -- -- -
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 524 978 1488 -- -
Stage 1 941 -- -- -
Stage 2 658 -- -- -
Platoon blocked, %-- -
Mov Cap-1 Maneuver 471 978 1488 -- -
Mov Cap-2 Maneuver 471 -- -- -
Stage 1 941 -- -- -
Stage 2 591 -- -- -
Approach EB NB SB
HCM Control Delay, s 12.9 3.7 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1488 - 552 - -
HCM Lane V/C Ratio 0.093 - 0.173 - -
HCM Control Delay (s) 7.7 0 12.9 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.3 - 0.6 - -
South Ashland Business Park TPRA L - 42
Lanes, Volumes, Timings
10: Site Driveway & Washington St 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 27
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)7 38 0 17 185 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.885
Flt Protected 0.950
Satd. Flow (prot)1518 0 0 1716 1630 0
Flt Permitted 0.950
Satd. Flow (perm) 1518 0 0 1716 1630 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)8 45 0 20 218 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 53 0 0 20 218 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 21.1% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 43
HCM 2010 TWSC
10: Site Driveway & Washington St 9/7/2017
South Ashland Business Park 12/1/2016 2034 PM - Build Conditions Synchro 8 Report
Page 28
Intersection
Int Delay, s/veh 7.4
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 7 38 0 17 185 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
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 2 2 2 2 2
Mvmt Flow 8 45 0 20 218 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 53 0 51 31
Stage 1 - -- -31 -
Stage 2 - -- -20 -
Critical Hdwy - - 4.12 -6.42 6.22
Critical Hdwy Stg 1 - -- -5.42 -
Critical Hdwy Stg 2 - -- -5.42 -
Follow-up Hdwy - - 2.218 -3.518 3.318
Pot Cap-1 Maneuver - - 1553 -958 1043
Stage 1 - -- -992 -
Stage 2 - -- -1003 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1553 -958 1043
Mov Cap-2 Maneuver - -- -958 -
Stage 1 - -- -992 -
Stage 2 - -- -1003 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.9
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)958 - - 1553 -
HCM Lane V/C Ratio 0.227 ----
HCM Control Delay (s) 9.9 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.9 - - 0 -
South Ashland Business Park TPRA L - 44
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)125 1022 99 240 617 77 158 119 230 70 122 69
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)115 0 115 0 87 0 83 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft)77 66 87 84
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.987 0.983 0.901 0.946
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot)1646 3252 0 1630 3229 0 1662 1541 0 1662 1645 0
Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm)1646 3252 0 1630 3229 0 1662 1541 0 1662 1645 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)10 14 75 21
Link Speed (mph)35 35 25 25
Link Distance (ft)1678 724 696 1812
Travel Time (s)32.7 14.1 19.0 49.4
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Adj. Flow (vph)132 1076 104 253 649 81 166 125 242 74 128 73
Shared Lane Traffic (%)
Lane Group Flow (vph) 132 1180 0 253 730 0 166 367 0 74 201 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane Yes Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 2 2 2 2 2 2
Detector Template ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT 35 Thru ODOT Left/SideODOT Left/Side ODOT Left/SideODOT Left/Side
Leading Detector (ft)78 223 78 223 78 78 78 78
Trailing Detector (ft)2 107 2 107 2 2 2 2
Detector 1 Position(ft)2 107 2 107 2 2 2 2
Detector 1 Size(ft)16 6 16 6 16 16 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 72 217 72 72 72 72
Detector 2 Size(ft)6 6 6 6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
South Ashland Business Park TPRA L - 50
Lanes, Volumes, Timings
3: Tolman Creek Rd & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s)4.0 9.5 4.0 9.5 4.0 6.0 4.0 6.0
Minimum Split (s)13.0 14.0 13.0 14.0 13.0 13.0 13.0 13.0
Total Split (s)21.0 51.0 25.0 55.0 20.0 31.0 13.0 24.0
Total Split (%)17.5% 42.5% 20.8% 45.8% 16.7% 25.8% 10.8% 20.0%
Maximum Green (s) 16.5 46.5 20.5 50.5 16.0 27.0 9.0 20.0
Yellow Time (s)4.0 4.0 4.0 4.0 3.5 3.5 3.5 3.5
All-Red Time (s)0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 0.0 0.0 0.0 0.0
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.0 2.7 2.0 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 4.0 13.0 4.0 4.0 4.0 4.0
Recall Mode None Min None Min None None None None
Walk Time (s)7.0 7.0 7.0 7.0
Flash Dont Walk (s)16.7 16.0 22.9 23.0
Pedestrian Calls (#/hr)0000
Act Effct Green (s) 13.8 44.4 20.0 50.6 14.4 26.6 8.3 17.8
Actuated g/C Ratio 0.12 0.39 0.18 0.45 0.13 0.24 0.07 0.16
v/c Ratio 0.66 0.92 0.88 0.50 0.78 0.87 0.61 0.73
Control Delay 65.0 45.5 76.9 24.3 74.7 57.0 75.4 57.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.0 45.5 76.9 24.3 74.7 57.0 75.4 57.4
LOS ED EC EE EE
Approach Delay 47.4 37.8 62.5 62.3
Approach LOS D D E E
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 112.9
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 48.3 Intersection LOS: D
Intersection Capacity Utilization 88.2%ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: Tolman Creek Rd & Ashland Street
South Ashland Business Park TPRA L - 51
HCM Signalized Intersection Capacity Analysis
3: Tolman Creek Rd & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)125 1022 99 240 617 77 158 119 230 70 122 69
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.98 1.00 0.90 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1646 3251 1630 3230 1662 1541 1662 1644
Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)1646 3251 1630 3230 1662 1541 1662 1644
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)132 1076 104 253 649 81 166 125 242 74 128 73
RTOR Reduction (vph)06008005700180
Lane Group Flow (vph) 132 1174 0 253 722 0 166 310 0 74 183 0
Heavy Vehicles (%) 1% 1% 0% 2% 1% 3% 0% 1% 3% 0% 1% 0%
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases
Actuated Green, G (s) 13.3 43.9 19.5 50.1 14.4 26.6 6.7 18.9
Effective Green, g (s) 13.8 44.4 20.0 50.6 14.4 26.6 6.7 18.9
Actuated g/C Ratio 0.12 0.39 0.18 0.45 0.13 0.23 0.06 0.17
Clearance Time (s)4.5 4.5 4.5 4.5 4.0 4.0 4.0 4.0
Vehicle Extension (s) 2.5 4.0 2.5 4.0 2.5 2.5 2.5 2.5
Lane Grp Cap (vph) 199 1269 286 1437 210 360 97 273
v/s Ratio Prot 0.08 c0.36 c0.16 0.22 c0.10 c0.20 0.04 0.11
v/s Ratio Perm
v/c Ratio 0.66 0.93 0.88 0.50 0.79 0.86 0.76 0.67
Uniform Delay, d1 47.7 33.1 45.7 22.6 48.2 41.8 52.7 44.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 7.3 11.6 25.9 0.4 17.6 17.9 28.2 5.8
Delay (s)55.0 44.6 71.6 22.9 65.7 59.7 80.9 50.3
Level of Service E D E C E E F D
Approach Delay (s)45.7 35.5 61.6 58.5
Approach LOS D D E E
Intersection Summary
HCM 2000 Control Delay 46.3 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 113.7 Sum of lost time (s)16.0
Intersection Capacity Utilization 88.2% ICU Level of Service E
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 52
Lanes, Volumes, Timings
4: Washington St & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 11
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)1239 23 101 855 12 164
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Storage Length (ft)0 100 0 73
Storage Lanes 0 1 1 1
Taper Length (ft)75 25
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00
Ped Bike Factor
Frt 0.997 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)3283 0 1662 3260 1662 1488
Flt Permitted 0.950 0.950
Satd. Flow (perm)3283 0 1662 3260 1662 1488
Link Speed (mph)35 35 25
Link Distance (ft)724 413 696
Travel Time (s)14.1 8.0 19.0
Confl. Peds. (#/hr)979
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%)1% 0% 0% 2% 0% 0%
Adj. Flow (vph)1318 24 107 910 13 174
Shared Lane Traffic (%)
Lane Group Flow (vph) 1342 0 107 910 13 174
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 57.6% ICU Level of Service B
Analysis Period (min) 15
South Ashland Business Park TPRA L - 53
HCM 2010 TWSC
4: Washington St & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 12
Intersection
Int Delay, s/veh 2.5
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 1239 23 101 855 12 164
Conflicting Peds, #/hr 0 979 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 -0 73
Veh in Median Storage, #0 -- 0 0 -
Grade, %0 -- 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, %1 0 0 2 0 0
Mvmt Flow 1318 24 107 910 13 174
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1343 0 2000 671
Stage 1 - -- -1330 -
Stage 2 - -- -670 -
Critical Hdwy - - 4.1 -6.8 6.9
Critical Hdwy Stg 1 - -- -5.8 -
Critical Hdwy Stg 2 - -- -5.8 -
Follow-up Hdwy - - 2.2 -3.5 3.3
Pot Cap-1 Maneuver - - 520 -53 404
Stage 1 - -- -215 -
Stage 2 - -- -476 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 520 -~ 8 404
Mov Cap-2 Maneuver - -- -51 -
Stage 1 - -- -215 -
Stage 2 - -- -70 -
Approach EB WB NB
HCM Control Delay, s 0 1.4 25.8
HCM LOS D
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)51 404 - - 520 -
HCM Lane V/C Ratio 0.25 0.432 - - 0.207 -
HCM Control Delay (s) 97.7 20.5 - - 13.7 -
HCM Lane LOS F C - - B -
HCM 95th %tile Q(veh) 0.8 2.1 - - 0.8 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
South Ashland Business Park TPRA L - 54
Lanes, Volumes, Timings
5: I-5 SB Ramp & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 13
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1306 104 29 401 00002091625
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)0 0 111 0 0 0 0 200
Storage Lanes 0 1 1 0 0 0 0 1
Taper Length (ft)25 70 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.953
Satd. Flow (prot)0 1699 1458 1662 1699 000001589 1458
Flt Permitted 0.051 0.953
Satd. Flow (perm)0 1699 1458 89 1699 000001589 1458
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)70 538
Link Speed (mph)35 35 45 45
Link Distance (ft)413 560 744 614
Travel Time (s)8.0 10.9 11.3 9.3
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Adj. Flow (vph)0 1375 109 31 422 00002201658
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 1375 109 31 422 00000221658
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2122 133
Detector Template ODOT 35 ThruODOT RightODOT Left/SideODOT 35 Thru LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft)223 143 78 223 20 213 213
Trailing Detector (ft)107 137 2 107 0 2 2
Detector 1 Position(ft)107 137 2 107 0 2 2
Detector 1 Size(ft)6 6 16 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft)217 72 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s)0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)66
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA L - 55
HCM Signalized Intersection Capacity Analysis
5: I-5 SB Ramp & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)0 1306 104 29 401 00002091625
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1699 1458 1662 1699 1588 1458
Flt Permitted 1.00 1.00 0.05 1.00 0.95 1.00
Satd. Flow (perm)1699 1458 88 1699 1588 1458
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)0 1375 109 31 422 00002201658
RTOR Reduction (vph) 0 0 22 00000000444
Lane Group Flow (vph) 0 1375 87 31 422 00000221214
Heavy Vehicles (%) 0% 3% 2% 0% 3% 0% 0% 0% 0% 5% 0% 2%
Turn Type NA Perm pm+pt NA Perm NA Perm
Protected Phases 2 1 6 4
Permitted Phases 2 6 4 4
Actuated Green, G (s)74.7 74.7 82.6 82.6 18.0 18.0
Effective Green, g (s)75.2 75.2 83.1 83.1 19.4 19.4
Actuated g/C Ratio 0.68 0.68 0.75 0.75 0.18 0.18
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s)4.0 4.0 2.5 4.0 2.5 2.5
Lane Grp Cap (vph)1156 992 121 1277 278 255
v/s Ratio Prot c0.81 0.01 c0.25
v/s Ratio Perm 0.06 0.18 0.14 c0.15
v/c Ratio 1.19 0.09 0.26 0.33 0.79 0.84
Uniform Delay, d1 17.6 6.0 29.5 4.5 43.6 44.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 94.1 0.1 0.8 0.2 14.0 21.1
Delay (s)111.8 6.0 30.3 4.7 57.7 65.2
Level of Service F A C A E E
Approach Delay (s)104.0 6.5 0.0 63.3
Approach LOS F A A E
Intersection Summary
HCM 2000 Control Delay 75.6 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 1.09
Actuated Cycle Length (s) 110.5 Sum of lost time (s)12.0
Intersection Capacity Utilization 100.6% ICU Level of Service G
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 57
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 17
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)861 654 0 0 381 367 49 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Storage Length (ft)212 0 0 160 0 95 0 0
Storage Lanes 1 0 0 1 0 1 0 0
Taper Length (ft)72 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot)1646 1750 0 0 1733 1458 0 1539 1328 0 0 0
Flt Permitted 0.154 0.950
Satd. Flow (perm)267 1750 0 0 1733 1458 0 1539 1328 0 0 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR)285 55
Link Speed (mph)35 35 45 45
Link Distance (ft)560 889 615 566
Travel Time (s)10.9 17.3 9.3 8.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Heavy Vehicles (%)1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Adj. Flow (vph)906 688 0 0 401 386 52 0 54 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 906 688 0 0 401 386 0 52 54 0 0 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft)12 12 0 0
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 2 2 21133
Detector Template ODOT Left/SideODOT 35 Thru ODOT 35 ThruODOT Right LeftODOT Ramp HSODOT Ramp HS
Leading Detector (ft) 78 223 223 143 20 213 213
Trailing Detector (ft)2 107 107 137 0 2 2
Detector 1 Position(ft)2 107 107 137 0 2 2
Detector 1 Size(ft)16 6 6 6 20 16 16
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 72 217 217 107 107
Detector 2 Size(ft)6 6 6 6 6
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 3 Position(ft)207 207
Detector 3 Size(ft)6 6
Detector 3 Type Cl+Ex Cl+Ex
South Ashland Business Park TPRA L - 58
Lanes, Volumes, Timings
6: I-5 NB Ramp & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 18
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector 3 Channel
Detector 3 Extend (s) 0.0 0.0
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Detector Phase 5 2 66888
Switch Phase
Minimum Initial (s) 4.0 9.5 9.5 9.5 6.0 6.0 6.0
Minimum Split (s)13.0 14.0 34.9 34.9 31.8 31.8 31.8
Total Split (s)63.0 97.0 34.0 34.0 23.0 23.0 23.0
Total Split (%)52.5% 80.8%28.3% 28.3% 19.2% 19.2% 19.2%
Maximum Green (s) 58.5 92.5 29.5 29.5 17.6 17.6 17.6
Yellow Time (s)4.0 4.0 4.0 4.0 4.7 4.7 4.7
All-Red Time (s)0.5 0.5 0.5 0.5 0.7 0.7 0.7
Lost Time Adjust (s) -0.5 -0.5 -0.5 -0.5 -1.4 -1.4
Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5 2.5
Minimum Gap (s)2.0 2.7 2.7 2.7 2.0 2.0 2.0
Time Before Reduce (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0
Time To Reduce (s)4.0 13.0 13.0 13.0 4.0 4.0 4.0
Recall Mode None Min Min Min None None None
Walk Time (s)7.0 5.0 5.0 7.0 7.0 7.0
Flash Dont Walk (s)19.5 25.4 25.4 19.4 19.4 19.4
Pedestrian Calls (#/hr)0 00000
Act Effct Green (s)92.0 92.9 28.4 28.4 10.2 10.2
Actuated g/C Ratio 0.86 0.86 0.26 0.26 0.09 0.09
v/c Ratio 0.91 0.45 0.88 0.65 0.36 0.31
Control Delay 33.6 3.6 59.7 15.7 54.3 17.0
Queue Delay 17.1 0.7 0.0 0.0 0.0 0.0
Total Delay 50.7 4.3 59.7 15.7 54.3 17.0
LOS DA EB DB
Approach Delay 30.7 38.1 35.3
Approach LOS C D D
Intersection Summary
Area Type:Other
Cycle Length: 120
Actuated Cycle Length: 107.5
Natural Cycle: 150
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay: 33.2 Intersection LOS: C
Intersection Capacity Utilization 100.6% ICU Level of Service G
Analysis Period (min) 15
Splits and Phases: 6: I-5 NB Ramp & Ashland Street
South Ashland Business Park TPRA L - 59
HCM Signalized Intersection Capacity Analysis
6: I-5 NB Ramp & Ashland Street 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)861 654 0 0 381 367 49 0 51 0 0 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750
Total Lost time (s)4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot)1646 1750 1733 1458 1539 1328
Flt Permitted 0.15 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm)267 1750 1733 1458 1539 1328
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)906 688 0 0 401 386 52 0 54 0 0 0
RTOR Reduction (vph)000002100050000
Lane Group Flow (vph) 906 688 0 0 401 176 0 52 4000
Heavy Vehicles (%) 1% 0% 0% 0% 1% 2% 8% 0% 12% 0% 0% 0%
Turn Type pm+pt NA NA Perm Perm NA Perm
Protected Phases 5 2 6 8
Permitted Phases 2 6 8 8
Actuated Green, G (s) 91.5 91.5 28.0 28.0 7.3 7.3
Effective Green, g (s) 92.0 92.0 28.5 28.5 8.7 8.7
Actuated g/C Ratio 0.85 0.85 0.26 0.26 0.08 0.08
Clearance Time (s)4.5 4.5 4.5 4.5 5.4 5.4
Vehicle Extension (s) 2.5 4.0 4.0 4.0 2.5 2.5
Lane Grp Cap (vph) 980 1481 454 382 123 106
v/s Ratio Prot c0.51 0.39 0.23
v/s Ratio Perm c0.28 0.12 0.03 0.00
v/c Ratio 0.92 0.46 0.88 0.46 0.42 0.04
Uniform Delay, d1 18.1 2.1 38.5 33.6 47.6 46.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 13.9 0.3 18.5 1.2 1.7 0.1
Delay (s)32.0 2.4 57.0 34.8 49.3 46.3
Level of Service C A E C D D
Approach Delay (s)19.2 46.1 47.8 0.0
Approach LOS B D D A
Intersection Summary
HCM 2000 Control Delay 29.0 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.90
Actuated Cycle Length (s) 108.7 Sum of lost time (s)12.0
Intersection Capacity Utilization 100.6% ICU Level of Service G
Analysis Period (min)15
c Critical Lane Group
South Ashland Business Park TPRA L - 60
Lanes, Volumes, Timings
7: Tolman Creek Rd & Independent Way 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 21
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (vph)59 121 452 21 26 482
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.909 0.994
Flt Protected 0.984 0.997
Satd. Flow (prot)1535 0 1705 0 0 1711
Flt Permitted 0.984 0.997
Satd. Flow (perm)1535 0 1705 0 0 1711
Link Speed (mph)30 25 25
Link Distance (ft)708 1733 696
Travel Time (s)16.1 47.3 19.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph)64 132 491 23 28 524
Shared Lane Traffic (%)
Lane Group Flow (vph) 196 0 514 0 0 552
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft)12 12 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane Yes Yes
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 68.9% ICU Level of Service C
Analysis Period (min) 15
South Ashland Business Park TPRA L - 61
HCM 2010 TWSC
7: Tolman Creek Rd & Independent Way 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 22
Intersection
Int Delay, s/veh 2.9
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 59 121 452 21 26 482
Conflicting Peds, #/hr 0 0 0 0 0 0
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 92 92 92 92 92 92
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 64 132 491 23 28 524
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1083 503 0 0 514 0
Stage 1 503 -- -- -
Stage 2 580 -- -- -
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 240 569 - - 1052 -
Stage 1 607 -- -- -
Stage 2 560 -- -- -
Platoon blocked, %- --
Mov Cap-1 Maneuver 231 569 - - 1052 -
Mov Cap-2 Maneuver 365 -- -- -
Stage 1 607 -- -- -
Stage 2 539 -- -- -
Approach WB NB SB
HCM Control Delay, s 17.5 0 0.4
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h)- - 481 1052 -
HCM Lane V/C Ratio - - 0.407 0.027 -
HCM Control Delay (s) - - 17.5 8.5 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.9 0.1 -
South Ashland Business Park TPRA L - 62
Lanes, Volumes, Timings
8: Washington St & Independent Way 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 23
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph)58 20 66 76 46 37
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.965 0.939
Flt Protected 0.964 0.977
Satd. Flow (prot)1596 0 0 1676 1611 0
Flt Permitted 0.964 0.977
Satd. Flow (perm)1596 0 0 1676 1611 0
Link Speed (mph)25 25 25
Link Distance (ft)708 248 696
Travel Time (s)19.3 6.8 19.0
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)68 24 78 89 54 44
Shared Lane Traffic (%)
Lane Group Flow (vph) 92 0 0 167 98 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)12 0 0
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 26.5% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 63
HCM 2010 TWSC
8: Washington St & Independent Way 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 24
Intersection
Int Delay, s/veh 4.4
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 58 20 66 76 46 37
Conflicting Peds, #/hr 0 0 0 0 0 0
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 2 2 2 2 2
Mvmt Flow 68 24 78 89 54 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 321 76 98 0 - 0
Stage 1 76 -- -- -
Stage 2 245 -- -- -
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 673 985 1495 -- -
Stage 1 947 -- -- -
Stage 2 796 -- -- -
Platoon blocked, %-- -
Mov Cap-1 Maneuver 636 985 1495 -- -
Mov Cap-2 Maneuver 636 -- -- -
Stage 1 947 -- -- -
Stage 2 752 -- -- -
Approach EB NB SB
HCM Control Delay, s 10.9 3.5 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h)1495 - 700 - -
HCM Lane V/C Ratio 0.052 - 0.131 - -
HCM Control Delay (s) 7.5 0 10.9 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.2 - 0.5 - -
South Ashland Business Park TPRA L - 64
Lanes, Volumes, Timings
10: Site Driveway & Washington St 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 27
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph)7 30 0 17 82 0
Ideal Flow (vphpl)1750 1750 1750 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.890
Flt Protected 0.950
Satd. Flow (prot)1527 0 0 1716 1630 0
Flt Permitted 0.950
Satd. Flow (perm) 1527 0 0 1716 1630 0
Link Speed (mph)25 25 25
Link Distance (ft)405 170 345
Travel Time (s)11.0 4.6 9.4
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph)8 35 0 20 96 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 43 0 0 20 96 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft)0 0 12
Link Offset(ft)0 0 0
Crosswalk Width(ft)16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11
Turning Speed (mph)9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type:Other
Control Type: Unsignalized
Intersection Capacity Utilization 14.9% ICU Level of Service A
Analysis Period (min) 15
South Ashland Business Park TPRA L - 65
HCM 2010 TWSC
10: Site Driveway & Washington St 9/8/2017
South Ashland Business Park 12/1/2016 2034 PM - Build TC Conditions Synchro 8 Report
Page 28
Intersection
Int Delay, s/veh 5.5
Movement EBT EBR WBL WBT NBL NBR
Vol, veh/h 7 30 0 17 82 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
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 2 2 2 2 2
Mvmt Flow 8 35 0 20 96 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 44 0 46 26
Stage 1 - -- -26 -
Stage 2 - -- -20 -
Critical Hdwy - - 4.12 -6.42 6.22
Critical Hdwy Stg 1 - -- -5.42 -
Critical Hdwy Stg 2 - -- -5.42 -
Follow-up Hdwy - - 2.218 -3.518 3.318
Pot Cap-1 Maneuver - - 1564 -964 1050
Stage 1 - -- -997 -
Stage 2 - -- -1003 -
Platoon blocked, %- --
Mov Cap-1 Maneuver - - 1564 -964 1050
Mov Cap-2 Maneuver - -- -964 -
Stage 1 - -- -997 -
Stage 2 - -- -1003 -
Approach EB WB NB
HCM Control Delay, s 0 0 9.1
HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)964 - - 1564 -
HCM Lane V/C Ratio 0.1 ----
HCM Control Delay (s) 9.1 - - 0 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0.3 - - 0 -
South Ashland Business Park TPRA L - 66
SANDOW
ENGINEERING
160 Madison Street, Suite A
Eugene, Oregon 97402
541.513.3376
sandowengineering.com