HomeMy WebLinkAboutExh.31_Traffic_Impact_AnalysisWilliam Popp Associates Transportation Engineers/Planners
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14-400 Building Suite 206 14400 Bel-Red Road Bellevue, WA 98007
TRAFFIC IMPACT ANALYSIS
for
Cedar River Apartments
1915 Maple Valley Hwy, Renton, WA 98055
Prepared for:
SRM Renton, LLC
720 6th Street South Ste. 200
Kirkland, WA 98033
Prepared by:
William Popp Associates
14-400 Building, Suite 206
14400 Bel-Red Rd
Bellevue, WA 98007
July 6, 2020
EXHIBIT 31
RECEIVED
08/13/2020 MHerrera
PLANNING DIVISION
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T A B L E O F C O N T E N T S
INTRODUCTION.......................................................................................................................................1
A. EXISTING CONDITIONS...................................................................................................................4
1. EXISTING TRANSPORTATION FACILITIES.............................................................................................4
2. COLLISION DATA, LAST 3 (AVAILABLE) CALENDAR YEARS................................................................8
3. TRAFFIC VOLUMES ..........................................................................................................................10
4. LEVEL-OF-SERVICE ..........................................................................................................................14
5. PLANNED AND PROGRAMMED IMPROVEMENTS................................................................................16
B. FUTURE CONDITIONS ....................................................................................................................19
1. BACKGROUND TRAFFIC VOLUMES ...................................................................................................19
2. PROJECT TRIP GENERATION .............................................................................................................20
3. TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT...............................................................................22
4. BACKGROUND TRAFFIC PLUS PROJECT TRAFFIC VOLUMES .............................................................26
5. LEVEL-OF-SERVICE (FUTURE YEAR PHASED PROJECT CONDITIONS) – SYNCHRO LOS
RESULTS ..........................................................................................................................................35
6. SIM TRAFFIC LOS AND QUEUE RESULTS – FUTURE WITH AND WITHOUT FULL PROJECT –
YEAR 2023.......................................................................................................................................37
7. SIMTRAFFIC LOS AND QUEUE RESULTS – FUTURE WITH AND WITHOUT FULL PROJECT –
YEAR 2029.......................................................................................................................................43
8. PARKING ..........................................................................................................................................47
C. SUMMARY OF FINDINGS AND CONCLUSIONS .......................................................................50
1. PROJECT DETAILS ............................................................................................................................50
2. COLLISIONS ......................................................................................................................................50
3. OFF-SITE PROGRAMMED MITIGATION IMPROVEMENTS....................................................................51
4. PROJECT TRIP GENERATION IMPACT ................................................................................................52
5. LEVEL OF SERVICE AND QUEUES .....................................................................................................52
6. SITE ACCESS POINTS ........................................................................................................................54
7. PARKING ..........................................................................................................................................54
D. MITIGATION AND RECOMMENDATIONS ................................................................................55
1. WSDOT PROGRAMMED IMPROVEMENTS ........................................................................................55
2. FRONTAGE IMPROVEMENTS .............................................................................................................55
3. PRIMARY SITE ACCESS ....................................................................................................................55
4. SECONDARY SITE ACCESS................................................................................................................56
5. TRAFFIC IMPACT FEE .......................................................................................................................56
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L I S T O F T A B L E S
Table 1 Three-plus Year Collision History a ..........................................................................................8
Table 2A Collision Type a ......................................................................................................................9
Table 2B Collision Severity History a ..................................................................................................10
Table 3 Existing Peak Hour Volume Summary a ..................................................................................11
Table 4 Intersection Level-of-Service Criteria.....................................................................................14
Table 5 Existing Intersection Level-of-Service (Year 2017)................................................................15
Table 6 Project Trip Generation Estimates a ........................................................................................21
Table 7 Intersection Level-of-Service -- Intersection Results (per Synchro).......................................36
Table 8 Intersection Level-of-Service & Queue -- (per SimTraffic) h Project Horizon Year Full
Development – Year 2023....................................................................................................................40
Table 9 SR 169/Cedar River Park Drive Intersection Queue Summary -- (per SimTraffic) e 2023 with
Full Project Development.....................................................................................................................43
Table 10 Intersection Level-of-Service & Queue -- (per SimTraffic) g Analysis Year 2029 with Full
Project Development............................................................................................................................45
Table 11 SR 169/Cedar River Park Drive Intersection Queue Summary -- (per SimTraffic) e 2029 with
Full Project Development.....................................................................................................................46
Table 12 Parking Supply a ....................................................................................................................47
Table 13 Parking Demanda ...................................................................................................................49
L I S T O F F I G U R E S
Figure 1: Vicinity Map (north is up) ......................................................................................2
Figure 2: Site Parcel Map (north is up) ..................................................................................2
Figure 3: Site Plan (north is up)..............................................................................................3
Figure 4: City of Renton Arterial Classification Map (north is up).......................................5
Figure 5: 2017 AM Peak Hour Turn Movements.................................................................12
Figure 6: 2017 PM Peak Hour Turn Movements .................................................................13
Figure 7a - Project Distribution and Assignment Outer Area (AM and PM)......................23
Figure 7b: Project Trip Assignment Analysis Intersections (AM).......................................24
Figure 7c: Project Trip Assignment Analysis Intersections (PM)........................................25
Figure 8a: 2023 AM Turn Movements without Project.......................................................27
Figure 8b: 2023 AM Turn Movements with Project............................................................28
Figure 9a: 2023 PM Turn Movements without Project........................................................29
Figure 9b: 2023 PM Turn Movements with Project.............................................................30
Figure 10a: 2029 AM Turn Movements without Project .....................................................31
Figure 10b: 2029 AM Turn Movements with Project..........................................................32
Figure 11a: 2029 PM Turn Movements without Project ......................................................33
Figure 11b: 2029 PM Turn Movements with Project...........................................................34
Figure 12: SR 169/Sunset Way/I-405 SB On-Ramp Improvements.....................................51
APPENDICES A, B, C, and D
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PREFACE
This report was prepared in response to comments dated April 29, 2020 from the City’s
traffic review consultant (Transpogroup/Jon Pascal). The comments are in response to
the Cedar River Park Apartments Traffic Impact Analysis dated February 18, 2020.
There are three comments, and they are noted below for ease of reference. This TIA was
updated in response to the comments. In addition, a brief reply to each is noted below.
Updated TIA (February 18, 2020)
Page 35. Intersection LOS Analysis. The turning movement volumes for 2023 “With Project” AM and PM
scenarios are not consistent for some movements with pass-by volumes between volume graphics (Figure
8b and 9b) and the Synchro worksheets in Appendix C.1.c and C.2.c. However, the difference is within 1 or
2 trips and should not affect the analysis results and findings.
Acknowledged. As noted, the analysis results should not be affected.
Pages 49 and 54, Parking. The updated TIA shows that the estimated medical office parking demand of 81
vehicles would be adequately accommodated with the 60 designated garage stalls plus the 48 surface
stalls. The study also highlighted on Page 49 that there is a shortage of 17 stalls to meet the RMC
requirements for this specific use. The study should include more discussion about how the deficiency of 17
stalls will be accommodated, or why it is unnecessary to meet the RMC parking requirement. In addition, it
is unclear whether all 48 surface stalls would be available for shared parking. What requirement will be
made to ensure adequate spaces will be made available for visitors of the medical office building?
For mixed occupancies on the same lot, the RMC states: “The total requirements for
off-street parking facilities shall be the sum of the requirements for the several uses
computed separately, unless the building is classified as a “shopping center” as
defined in RMC 4-11-190.” The proposed development only proposes three different
commercial uses, with residential comprising the majority of gross square footage on
the site, and would not be classified as a “shopping center.” The total off-street
parking provided on the lot exceeds the minimum parking required for the combined
uses. We have revised the TIA to reflect that there would not be a shortage of parking
for the medical office building.
The 48 surface stalls (Phase 1 and 2) will be constructed prior to the medical office
building (Phase 3). To clarify this issue, a line has been added to Table 12 Phase 1
Building A Supply column referring to the 41 stalls that says, “to be used for Building
C.” Once the medical office building is constructed in Phase 3, notification to
residents would be provided and signage would be installed specifying that use of the
surface lots are reserved for the medical office building.
In addition a paragraph is proposed for addition to the narrative on Page 48 that says “
As suggested by the foregoing, the King County Right Size Parking Calculator (for
multi-family residential) and the ITE Parking Generation 5th Edition are considered
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the more reliable demand predictors of parking use for this site. Data supporting the
parking requirements of the RMC are unavailable for scrutiny whereas the King
County source represents relatively recent local data with important selection
parameters and the ITE source for Medical Office Building is derived from some 117
searchable data points with excellent statistical validity for the prediction equation”.
Responses to Comments Memorandum
Page 4. Response to Comments on Secondary Site Access – Left-Turn Restriction. The C-curb, as
described in our previous comments, would be along the southern edge of the current two-way left-turn lane
(TWLTL) to prevent left-turns in and out of the driveway, rather than providing a pork-chop. We are not sure
how a C-curb would prevent larger trucks from entering or exiting a right-in, right-out only driveway, as
described in the response. Truck access should be accommodated at the main access roadway. We are
still interested in understanding why a c-curb would not be a more effective solution to restrict left-turns in
and out of the driveway. Perhaps the reason has to do with the fact that SR 169 is a WSDOT facility, and
concurrence on any channelization changes along the TWLTL would been to be approved by WSDOT?
We concur that the more effective method of preventing left turns in and out of the
driveway is with a relatively short TWLTL C-curb addition, or alternatively with
tubular markers as have been placed on SR 169 just west of the Jones Road
intersection. And this in turn suggests the proposed raised markings definition of the
pork chop island would be an optional consideration. With the tubular markers
option, the pork chop island would not be needed to address the possibility that the C-
curb may not be visible to exiting motorists during periods of poor visibility or snow.
The original Transpogroup comment was mistakenly assumed to refer to the pork
chop island and not the two-way left turn lane as the solution focus. The pork chop
island was recommended to deter left turns in and out while allowing the occasional
right turning truck to make the narrow lane right-in or right-out movement using the
mountable design. And yes, adding the C-curb to the TWLTL will require the
WSDOT channelization plan approval process and was a factor in the
recommendation but in retrospect that process will be required anyway for the
proposed signal modifications at the Cedar River Park Drive intersection with SR
169. So the two actions could be part of the same application and the process issue is
thus moot.
These alternative considerations will be addressed with WSDOT during the
channelization plan approval process. Truck access is of course available via the
main entrance roadway.
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INTRODUCTION
The following report was prepared to address the traffic related impacts of the proposed Cedar
River Apartments project located in the City of Renton. This study evaluates the project’s
AM and PM peak hour (street peak) traffic impacts at the following intersections per the pre-
application meeting direction:
1. SR 169/Sunset Way/Bronson Way/I-405 Southbound On-Ramp
2. SR 169/I-405 Northbound On-Ramp
3. SR 169/Shari’s Driveway
4. SR 169/Cedar River Park Dr
The study follows the City of Renton Traffic Impact Analysis Policy Guidelines for New
Development. Impacts are evaluated for three separate phases, with Phase 3 being the year of
estimated full occupancy.
WSDOT requested a 2029 design year analysis based on their Design Manual Chapter
1103.02 as part of their review comments dated September 9, 2019. This six-year addition to
the project horizon year is based on standards for WSDOT-sponsored projects, which is not
applicable to the proposed Cedar River Apartment project. Nevertheless, this study includes
the requested 2029 horizon both with and without the subject project.
This report incorporates comments by the City of Renton and their consultant, Transpogroup,
to the October 21, 2019 Traffic Impact Analysis for the project. The October 21, 2019 Traffic
Impact Analysis report was prepared in response to WSDOT comments dated September 9,
2019.
Project Identification
The site is located at 1915 Maple Valley Highway (SR 169) in the City of Renton. The parcel
number is 1723059026, and the total area of the site is approximately 12.5 acres. The site is
currently vacant in terms of building structures, however, it is used as a storage area for heavy
construction machinery and in the recent past operated as an aggregate yard. Presently, there
are two access points to the site including one to Cedar River Park Drive and one to SR 169.
A project vicinity map is shown in Figure 1.
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Figure 1: Vicinity Map (north is up)
The project site fronts to SR 169 to the east, the Cedar River to the south, and Cedar River
Park to the west. A parcel map locating the site is shown in Figure 2.
Figure 2: Site Parcel Map (north is up)
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The proposed Cedar River Apartments site plan consists of three buildings, to be constructed
in three phases. Each building and phase is discussed below:
Phase 1 – Building A will be constructed as Phase 1 and is expected to be fully occupied by
2021. This building will consist of 238 apartment units, on 5 levels, along with 306 parking
stalls in the structure. In addition to the structure parking, there will be some surface parking
on the north side of the building. Building A will be located on the west end of the site and its
proposed access will be via both Cedar River Park Drive and SR 169. The SR 169 access will
replace the existing driveway opening.
Phase 2 –Building B will be constructed as Phase 2. This building will be located at the east
side of the site and will consist of 243 apartment units, on 5 levels, plus 4,852 gsf of
commercial retail on the ground floor for public use. Phase 2 is expected to be fully occupied
by 2022. The retail space specific use is currently undetermined. There will be 339 parking
stalls in the structure.
Phase 3 – This phase proposes a Medical Office type use on the commercial pad located in the
north corner of the parcel, identified in this report as Building C. Parking is currently
undetermined. Access is presumed to be via the internal roadway on the north of Building B
and the driveway is anticipated to be opposite the garage entry to Building B. No additional
access points to public roadways are proposed with Phase 3.
The site plan is presented in Figure 3.
Figure 3: Site Plan (north is up)
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A. EXISTING CONDITIONS
1. Existing Transportation Facilities
Key roadways serving the site are discussed below.
SR 169 is a two-way east/west Principal Arterial that extends a distance of 25 miles from I-
405 southeastward through the cities of Maple Valley and Black Diamond to its termination in
Enumclaw where it intersects with state highways 164 and 410. Per WSDOT’s classification
system, SR 169 is a Highway of Statewide Significance (HSS). It is also functionally
classified as an Urban-Principal Arterial (U1).
The roadway in the site vicinity is a 7-lane roadway with three-lanes each direction and left
turn pockets or center two-way left turn lane, along with curb, gutter, and sidewalks on both
sides. On-street parking is prohibited. Traffic control includes signals at all major
intersection. The posted speed limit is 35 mph in the vicinity of the site.
Cedar River Park Dr is a two-way local access public/private street that provides project
access and connection to recreational elements including the Cedar River Park, Carco Theatre,
and the Henry Moses Aquatics Center. The roadway is identified as a public road for a
distance of approximately 300 feet southwest from the SR 169 intersection, at which point it
is a private roadway for access and circulation through the park. The public portion of the
road is approximately 40 feet wide with curb, gutter, and sidewalks on both sides. On-street
parking is not permitted. The public portion of the roadway is channelized with a three-lane
section, two lanes northbound towards the signal at SR 169 (left turn and right turn pockets),
one lane southbound (exiting away from SR 169). The speed limit is presumed to be 25 mph.
On the west side of I-405, nearby roadways include Bronson Way, Houser Way, Sunset Way,
the one-way couplet of S 3rd St and S 2nd St, the one-way couplet of N3rd St and N 4th St, and
N 3rd St east of I-405 (becoming N 4th St further east at top of the hill), are all identified as
Principal Arterials.
SR 169 runs in a diagonal northwest to southeast direction in the project vicinity, however, for
the analyses, it is described as in the east-west direction with cross streets in the north and
south directions.
A map identifying the City’s arterial classification system is shown in Figure 4.
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Figure 4: City of Renton Arterial Classification Map (north is up)
Intersection Geometrics and Signal Operations
SR 169/Sunset Way/Bronson Way/I-405 Southbound On-Ramp is a signalized intersection
with split phasing for all directions plus some overlaps. The intersection channelization is as
follows:
• Southbound approach – a four lane approach including a one left turn lane, a shared
left/thru lane where the thru is restricted to HOV only, a shared thru/right turn lane,
and a right turn lane. The right turn lanes have a large radius turn along with large
raised island with exclusive signal control to Bronson Way. There is no pedestrian
crosswalk across the main approach or the right turn lanes.
• Eastbound approach – a four-lane approach including dual left turn lanes, a thru lane
and a shared thru/right lane with a large right turn island. There is no pedestrian
crosswalk across this approach.
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• Westbound approach – a four-lane approach that includes a left turn pocket, two thru
lanes and a right turn lane. There is no pedestrian crosswalk across this approach.
• The signal operates with three phases. The southbound phase runs with a westbound
right turn overlap. The westbound phase runs exclusive with no overlaps. The
eastbound phase runs with the southbound right turn lane overlap.
• The south leg is the I-405 southbound on-ramp, a two-lane roadway leaving the
intersection which transitions to three lanes by temporary use of the shoulder when the
meter is in operation. This ramp thus has two lanes with ramp meter control and an
HOV bypass lane. The ramp meter is approximately 510 feet south from the
intersection crosswalk.
SR 169/I-405 Northbound On-Ramp is a signalized intersection with special operations. This
intersection is approximately 400 feet east from the SR 169/I-405 Southbound On-Ramp
intersection. The intersection channelization is as follows:
• Northbound approach – a single lane off-ramp from northbound I-405. The lane is
right turn only. There is a pedestrian crosswalk across this approach.
• Eastbound approach – a three-lane approach including one left turn pocket and two
thru lanes. The two thru lanes do not have signal control and thus run free.
• Westbound approach – a four-lane approach that includes three thru lanes and one
right turn lane. There is no pedestrian crosswalk across this approach.
• The north leg exit lane to I-405 is a single lane with ramp meter approximately 775
feet north from the crosswalk at the intersection.
SR 169/Shari’s Driveway is a signalized intersection serving the restaurant plus a Quality Inn.
This intersection is approximately 270 feet east from the SR 169/I-405 Northbound On-Ramp
intersection. The intersection channelization is as follows:
• Southbound approach – a single or possibly dual lane for right or left turns, however
there is no channelization on this leg, as it is a commercial driveway. The pedestrian
crossing of this approach is the sidewalk across the driveway.
• Eastbound approach – a four-lane approach that includes one left turn pocket, and
three thru lanes. There is a pedestrian crosswalk across this approach. U-turns are
signed as prohibited however there is a fair amount of u-turn traffic observed.
• Westbound approach – a four lane approach that includes three thru lanes and one
designated right turn lane that extends through this intersection to the northbound on-
ramp. There is no pedestrian crossing of the east leg.
SR 169/Cedar River Park Dr is a signalized intersection serving the Cedar River Park and
amenities. This intersection is approximately 700 feet east from the SR 169/Shari’s Driveway
intersection. The intersection channelization is as follows:
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• Eastbound approach – a three-lane approach that includes two thru lanes and one
shared thru/right turn lane. There is no pedestrian crosswalk across this approach.
• Westbound approach – a four-lane approach that includes three thru lanes and one
designated left turn pocket that transitions from a center two-way left turn lane. The
turn pocket is 200 feet in length plus a 150-foot transition opening to the center two-
way left turn lane markings. There is a pedestrian crossing of the east leg.
• Northbound approach – a two lane approach that includes a left turn lane and a right
turn lane that extend back approximately 175 feet to where the proposed Cedar River
Apartments access will be (and where the current gravel yard driveway is now). There
is a pedestrian crossing of this approach.
Pedestrian/bicycle Facilities
Pedestrian facilities in the vicinity of the site include sidewalks on the adjacent roadways.
There are no dedicated bicycle lanes on SR 169 or Cedar River Park Drive. Pedestrian access
from the site to the west side of I-405 into downtown Renton is available via the sidewalk
along the south side of SR 169 and under I-405. Alternatively, pedestrians, cyclists, scooter
riders, etc, can traverse a more pleasant route through Cedar River Park near the river and
underneath I-405 to a pedestrian signal and crosswalk across Houser Way N.
Transit Service
Transit service in the region is provided by the King County Department of Transportation
(Metro Transit). There are two routes that run along SR 169 in the vicinity of the site. These
are Routes 143 and 907.
Route 143 runs between Black Diamond and Downtown Seattle. Buses run during the AM
and PM commute hours only with bus headways approximately 20 minutes apart in the peak
direction. Route 907 is DART (dial a ride transit) and provides service between Black
Diamond and the Renton Transit Center. Service is generally provided between 9am and
4pm. The bus stop for both of these routes are on SR 169 just east of the Cedar River Park
Drive intersection, essentially adjacent to the site.
The walking/biking distance to/from the Renton Transit Center is approximately 4,000 feet,
which is based on the route along S 3rd St to Houser Way N and under I-405 and through
Cedar River Park. The Renton Transit Center offers frequent connections for buses serving
Seattle downtown and other major transit destinations in King County. And while 4000 feet
exceeds the transit planning maximum of 1300 foot for walk access, it is well within the range
for cyclists and to a lesser extent, the electric scooter sidewalk mode.
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2. Collision Data, last 3 (available) calendar years.
The City’s TIA Guidelines suggest an analysis of the “proposed project in light of safety” by
reviewing “accident”1 histories. Accordingly a summary of the three-plus year “collision”
data at the analysis intersections was obtained from WSDOT Headquarters Olympia. Data for
the subject intersections were for the period of January 1, 2014 through May 31, 2017, the
most recent available at the time of analysis. All collisions in the milepost vicinity of each
intersection identified in the records were included and assumed as intersection related unless
description clearly identified as otherwise. A summary of available collision data is presented
in Table 1.
Table 1
Three-plus Year Collision History a
Number of Collisions by Year Collision
Intersection 2014 2015 2016 2017a Total Rate b
SR 169/Sunset Way/I-405 SB On-Ramp 2 4 4 0 10 0.16
SR 169/I-405 NB On & Off-Ramp 4 5 10 3 22 0.43
SR 169/Shari’s Driveway 8 8 10 2 28 0.71
SR 169/Cedar River Park Dr 8 2 3 1 14 0.36
a Source is WSDOT, data period is 1/1/14 through 5/31/17. Note: Under 23 US Code 409 and 23 US Code 148, safety data, reports,
surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential
crash sites, hazardous roadway conditions, or railway-highway crossings are not subject o discovery or admitted into evidence in a Federal
or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or
addressed in such reports, surveys, schedules, lists, or data.
b Collisions per million entering vehicles per period (coll/mev). Entering vehicles based on 2017 PM peak hour data * 10. Period is
total number of days.
As shown in Table 1, the collision rate ranges between 0.16 coll/mev and 0.71 coll/mev for
the four analysis intersections for the 3-plus year period. The Transportation Impact Analyses
for Site Development, An ITE Recommended Practice (ITE 2010) recommends that any
intersection with more than one collision per million entering vehicles may be worthy of
additional analysis.
The most common type of collisions are rear-end, sideswipe and enter-at-angle. Table 2A
identifies the number of occurrences by collision type at each of the four intersections, as well
as the collision severity.
1Note: the contemporary replacement for the term “Accident” is “Collision” in ITE literature and industry
practice. WSDOT uses the term “Crash” in their data tabulations but the three terminologies are considered
interchangeable.
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Table 2A
Collision Type a
Collision Type
Rear Side Left Fixed Intersection
Intersection End Swipe Angle Turn Object Other Related
SR 169/Sunset Way/I-405 SB On-Ramp
# of Accident Type 2 8 0 0 0 0 6
Percent of Total Accidents 20% 80% 0% 0% 0% 0% 60%
SR 169/I-405 NB On & Off-Ramp
# of Accident Type 13 2 1 3 0 3 17
Percent of Total Accidents 59% 9% 5% 14% 0% 14% 77%
SR 169/Shari’s Driveway
# of Accident Type 10 4 5 7 1 1 21
Percent of Total Accidents 36% 14% 18% 25% 4% 4% 75%
SR 169/Cedar River Park Dr
# of Accident Type 9 4 1 0 0 0 5
Percent of Total Accidents 64% 29% 7% 0% 0% 0% 36%
a For the period between 1/1/14 and 5/31/17.
As shown in Table 2A, the rear-end type collision is the most prevalent type of collision at
three of the four intersections. The most prevalent collision type at the SR 169/Sunset Way/I-
405 SB on-ramp intersection is a sideswipe condition, which is most likely due to the large
number of vehicles utilizing the dual turn lanes. It should be noted that Table 2 shows all of
the collisions occurring in the vicinity of each intersection, however, as noted in the WSDOT
crash data records, crashes are reported as intersection or non-intersection related. The
number of intersection related collisions at the two ramp terminal intersections and the Shari’s
driveway indicate about 60% to 77% of collisions as intersection related. The number of
intersection related collisions at the Cedar River Park Drive intersection is about 36%.
Overall, cumulative for all four intersections, the rear-end type of collision accounts for 46%
of the total collisions. In general, rear-end accidents are most common at heavily congested
signalized intersections where motorists are not anticipating stop conditions during green
signal indications.
Table 2B identifies the collision severity.
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Table 2B
Collision Severity History a
Total Property Injury Total Total Total
Accidents Only Related Fatality Vehicles Pedestrians Bicycles
SR 169/Sunset Way/I-405 SB On-Ramp 10 8 2 0 21 0 0
SR 169/I-405 NB On & Off-Ramp 22 8 14 0 52 0 0
SR 169/Shari’s Driveway 28 17 11 0 58 0 0
SR 169/Cedar River Park Dr 14 6 7 1 31 0 0
Totals at the analysis intersections 74 39 34 1 162 0 0
a Source WSDOT. For the period between 1/1/14 and 5/31/17.
In terms of collision severity, of the total 74 collision noted, there were 162 vehicles involved
and no pedestrians or bicycles reported. Of the 74 collisions, 39 were property damage only,
34 resulted in injury (reported as possible or evident), and 1 was a fatal incident. The fatality
occurred at the SR 169/Cedar River Park Drive intersection 12/16/16 at 2:09 PM. The
collision details included two vehicles traveling eastbound with one vehicle traveling at a high
rate of speed (exceeding reasonable safe speed) passing and overtaking another vehicle
changing lanes.
The foregoing analysis does not indicate any serious safety issues warranting further
evaluation. Furthermore it is highly unlikely that the addition of the project traffic will create
any safety hazards or have any negative effect on collision rates. Also it should be noted that
the substantial SR 169 corridor congestion and queuing relief that should result from the I-405
ETL project is very likely to reduce collision rates at the analysis intersections in light of the
high percentages of rear end collisions.
3. Traffic Volumes
Existing AM and PM peak hour turning movement counts were collected at the four subject
intersections in mid June of 2017. The AM counts were conducted between 7:00 and 9:00
AM, and the PM counts were conducted between 4:00 and 6:00 PM. Table 3 below identifies
the peak hour volume for each location.
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Table 3
Existing Peak Hour Volume Summary a
Total Entering Volume
Intersection AM PK PM PK
SR 169/Sunset Way/Bronson Way/I-405 Southbound On-Ramp 4,347 7:300-8:30 am 5,126 4:00 to 5:00 pm
SR 169/I-405 Northbound On & Off-Ramp 3,267 7:300-8:30 am 4,058 4:15 to 5:15 pm
SR 169/Shari’s Driveway 2,803 (turns only)b 3,157 (turns only)b
SR 169/Cedar River Park Dr 2,717 7:30 to 8:30 am 3,144 4:30 to 5:30 pm
between SB Ramps between NB Ramps between Shari’s Drvwy
Hr Direction and NB Ramps and Shari's Drvwy and Cedar River Park Dr
AM WB 2,220 2,090 2,020
EB 370 680 660
PM WB 1,360 960 950
EB 1,670 2,270 2,120
a Traffic counts conducted in mid June 2017 – 2-hour count periods were 7:00 to 9:00 am and 4:00 to 6:00 pm
b "turns only" means only the turn movements were recorded for this intersection (EB u-turns, EB left, WB right plus thru volume in
curb lane, and SB left and right) and that the thru volumes were obtained from the upstream intersection.
As shown in Table 3, the intersection with the heaviest amount of traffic is the SR 169/Sunset
Way/Bronson Way/I-405 Southbound On-Ramp intersection. The PM entering volume at this
intersection is about 20% greater than the AM entering volume. In fact for all four
intersections, the PM peak hour intersection volume is greater than the AM peak hour volume.
The link volume on SR 169 by direction shown in Table 3 is about 2,100 vehicles on average
during the AM peak hour in the westbound direction. This volume reflects a 79% directional
volume in the peak westbound direction. The total two-way volume average is 2,680 vehicles
for the AM peak hour.
For the PM peak hour, the peak directional volume is on average 2,020 vehicles. This volume
reflects a 65% directional volume eastbound. The total volume on average is 3,110 vehicles
for the PM peak hour.
A summary of the existing 2017 AM and PM peak hour volumes at the analysis intersections
are presented in Figure 5 and 6.
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S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampSunset WayI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- 2017 AM Peak Hour Counts (1 hour between 7:00 and 9:00 am)
EXISTING AM PEAK TRAFFIC VOLUMES
Figure 5
Int #1
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S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampSunset WayI-405 SB On-RampB r o n s o n W a y
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xx -- 2017 PM Peak Hour Counts (1 hour between 4:00 and 6:00 pm)
EXISTING PM PEAK TRAFFIC VOLUMES
Figure 6
Int #1
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4. Level-of-Service
Level-of-service (LOS) is a term defined by transportation and traffic engineers as a
qualitative and quantitative measure of operational conditions within a traffic stream and the
perception of these conditions by motorists and/or passengers. LOS, its derivations and
computational methods are described in extensive detail in the Highway Capacity Manual
(Transportation Research Board, 2010). There are several quantitative indices utilized
depending on the type of intersection control present. There are six levels-of-service that are
given letter designations from "A" to "F", with "A" being the best, or minimum delay
conditions, and "F" being the worst, with maximum delay or jammed conditions. LOS "C" or
"D" is generally considered acceptable for planning and design purposes, while LOS "E"
represents operating conditions at or near capacity with freedom to maneuver being extremely
difficult. These levels-of-service are measured in seconds of delay per vehicle.
Level-of-service for the existing condition was calculated using Trafficware’s “Synchro”
software version 9.0. This software replicates the analytical procedures specified in the
Highway Capacity Manual (HCM). The level of service criteria are shown in Table 4. Level-
of-service for signalized and non-signalized intersections is quantified in terms of vehicular
delay. Delay, measured in terms of time (seconds), also represents driver discomfort,
frustration, excess fuel consumption and lost travel time.
Table 4
Intersection Level-of-Service Criteria
Level of Stopped Delay Per Vehicle1
Service Definition signalized non-signalized
A Little or no delay Less than 10.0 sec Less than 10.0 sec
B Short traffic delays 10.1 to 20 sec 10.1 to 15 sec
C Average traffic delays 20.1 to 35 sec 15.1 to 25 sec
D Long traffic delays 35.1 to 55 sec 25.1 to 35 sec
E Very long traffic delays 55.1 to 80 sec 35.1 to 50 sec
F Extreme delay Greater than 80 sec Greater than 50 sec
1 Delay; seconds per vehicle
For signalized intersections, the delay presented represents the overall operation of the
intersection, whereas the delay presented for un-signalized intersections represents the delay
for the critical approach or movement. The results for un-signalized are presented in this
manner since the overall intersection delay at an un-signalized intersection is generally quite
good because the major through street maneuvers are not impeded and typically carry the
majority of the traffic. Per the WSDOT Developer Services Manual, the LOS threshold for a
Highway of Statewide Significance (HSS) is LOS D for Urban Areas; SR 169 in the project
vicinity is an Urban-Principal Arterial and an HSS.
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It should be noted that level of service results from HCM/Synchro analysis do not fully reflect
the queue spill back from downstream signalized intersections, or ramp metering for which
additional congestion may occur. Furthermore, the HCM 2010 computational methodology
does not support turning movement conditions with shared and exclusive lanes, such as the
SR 169/Sunset Way/Bronson Way intersection. However, Trafficware has developed an
algorithm to support this shared lane approach geometry. But the queue spill back issue can
only be analyzed with micro-simulation software such as Trafficware’s “Sim Traffic”.
Accordingly micro-simulation analyses using Sim Traffic software were conducted for AM
and PM peak hour conditions at year of full project buildout (2023) as well as for year 2029 as
requested by WSDOT. A queue summary for selected locations is also included for these two
future year analyses. The micro-simulation results are addressed in Chapter B. Future
Conditions, page 37.
The existing level of service based on HCM /Synchro calculations at the analysis intersections
for AM and PM conditions are presented in Table 5.
Table 5
Existing Intersection Level-of-Service (Year 2017)
Individual Intersection Results (per Synchro)
Intersection LOS a Delay a Comments
AM PEAK HOUR b
1 SR 169/Sunset Way/Bronson Way/I-405 SB On-Ramp E 60 ramp meter effects not included
2 SR 169/I-405 NB On & Off-Ramp c B 20 ramp meter effects not included
3 SR 169/Shari’s Café/Quality Inn Driveway A 4 tee intersection
4 SR 169/Cedar River Park Dr A 8 tee intersection
PM PEAK HOUR b
1 SR 169/Sunset Way/Bronson Way/I-405 SB On-Ramp D 47 ramp meter effects not included
2 SR 169/I-405 NB On & Off-Ramp B 11 ramp meter effects not included
3 SR 169/Shari’s Café/Quality Inn Driveway A 2 tee intersection
4 SR 169/Cedar River Park Dr A 4 tee intersection
a LOS and Delay are per Synchro v10, HCM 2010 except Int2. Delay values represented in seconds per vehicle, all intersections are
signalized.
b Street peak hour: AM peak hour is one hour between 7:00 and 9:00 am, and the PM peak hour is one hour between 4:00 and 6:00 pm.
c Int 2 (SR 169/I-405 NB Ramps) computed using HCM2000 due to fact HCM2010 cannot compute non-NEMA conditions.
As shown in Table 5, as stand-alone intersections, each of these are estimated to operate at
LOS D or better except for the SR 169/Sunset Way intersection (Intersection 1), which is
estimated to operate at LOS E during the AM peak hour.
It is important to note that the operations of these four intersections are all affected directly by
the daily traffic operations of I-405 and the subsequent ramp metering conditions for
Intersections 1 and 2. Ramp congestion and queuing due to long ramp meter intervals
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generally results in spillback congestion through the four intersections in this analysis. As
discussed above, these conditions are not addressed in the Synchro analysis, but have been
modeled for future conditions with the Sim Traffic micro simulation software program.
5. Planned and Programmed Improvements
City Improvements
According to the city of Renton’s 2019-2024 Transportation Improvement Program, there are
four roadway project improvement projects in the vicinity of the project.
TIP 34 -- Maple Valley Highway Barriers (Traffic Operations and Safety Project).
This project includes two barriers vicinity of western edge of Riverview Park: One is to install
a concrete median barrier between east and westbound travel lanes of the SR 169 S-Curve
between the Riviera Apartments and S. 5th Street including associated roadway widening to
add the barrier. The second barrier improvement will remove the existing concrete barrier end
treatment located eastbound (east of the Riviera Apartments) and replace with 2 new concrete
barriers extending west.
TIP 36-- NE 3rd Street/NE 4th Street Corridor Improvements (Corridor Project)
This project involves a series of improvements in this corridor to improve traffic operations
such as re-channelization and traffic signal modifications, possible transit priority signal
treatments and queue jumps. This project will seek to meet pedestrian, transit and bicycle
needs.
TIP 24-- South 2nd Street Conversion Project (Corridor Project)
The South 2nd Street Conversion Project will be improving multimodal mobility in around
the downtown core by converting an existing 4–lane one-way roadway to a roadway with one
through-lane in each direction between Main Ave South and Rainier Ave South. This project
also includes pedestrian and bicycle facilities, traffic operations improvements, and transit
upgrades that will provide better traffic operation and circulation for all modes of
transportation. The improvements include a westbound bypass transit lane from just west of
Logan Ave S to just east of Lake Avenue. Transit facility upgrades include new Rapid Ride
stops and a transit queue jump at the new traffic signal at the Shattuck intersection.
TIP 41 -- South 3rd Street Conversion Project (Corridor Project)
The project provides pedestrian and bicyclists facilities and enhancements, traffic operation
and circulation improvements in Downtown. The improvements include adding raised
intersections with bulb outs, parklets, pedestrian plaza, lighting, street furniture, streetscape,
bicycle blvd, bike racks, signage, wayfinding and converting S 3rd St to two-way operations.
TIP 28 -- Houser Way S/N Non Motorized Improvements (Non-Motorized Project)
This project would install a separated bike facility on the north side of Houser Way S/N,
between Mill Ave S. and Bronson Way N. Intersection crossings would be improved at Cedar
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River Park Drive and Mill Ave S. The project will include planning and pavement overlay,
channelization, and intersection crossing improvements. For feasibility and constructability
issues, the roadway and pedestrian bridge sections would not be part of this project.
Another project not included in the Transportation Element but that is included in the City’s
Rate Study for Impact Fees (8/26/11), is Project #10 which consists of widening SR 169 from
the Cedar River Park Entrance to East City Limits – “widen existing 4-lane roadway
(currently 7 lanes exists along the project frontage -- some 540 feet) to provide additional lane
in each direction; traffic operations improvements at intersections.” The total project cost was
estimated at $83,693,292 and the amount eligible for impact fees was $59,204,163. This cost
is obviously a substantial portion of the total fee basis of $134,330,224 as used for the
denominator in the calculations of trip fees. A project of this magnitude on a Highway of
Statewide Significance that is driven by safety issues and traffic primarily originating outside
and traveling through the City would normally be either a WSDOT project and/or a TIB/safety
grant funded effort. As it turns out WSDOT has a project identified in the PSRC Regional
Transportation Plan to widen the roadway “from four to six lanes with pedestrian and bicycle
improvements from I-405 to 152nd Ave SE” with a budget of $116,196,000. The completion
year however is 2040 and the funds are not committed but it is an acknowledgement or
responsibility nonetheless and the prioritization and funding are changeable of course via the
political process.
WSDOT Improvements
There are several projects currently in design or as long range proposals that would have
significant impact on traffic operations on I-405 and SR 169 in the vicinity of the proposed
Cedar River Apartments project. They are:
I-405/SR 169 Immediate Interchange Improvements
As an initial part of the I-405 - Renton to Bellevue Widening and Express Toll Lanes Project
described below, the southbound on-ramp will be re-channelized to include two general
purpose lanes (the HOV lane will be removed). Use of the shoulder when the ramp is metered
will still be allowed. Also, as part of this, the westbound approach would be modified
(underneath I-405) to include two westbound turn lanes to the southbound ramp. This would
involve re-channelization of the inside through lane to a shared thru plus left turn lane. The
signal already operates as a split phase and no timing changes are required. Also, the existing
southbound approach HOV designation on Sunset Boulevard would be modified to a second
general purpose through lane onto the on-ramp (southbound shared left and through). This
project is expected to be completed in 2020 as its benefits to current traffic operations are
substantial. See Figure 12 and more discussion in Section C. 3. of Findings and Conclusions.
In addition, the northbound on-ramp is also planned to be widened to include an HOV bypass.
This improvement is expected to be completed in the near term as well as it is relatively
simple and its benefits for current traffic operations are significant.
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I-405 - Renton to Bellevue Widening and Express Toll Lanes (near future)
This major Interstate Highway project will add new lanes to create a two-lane express toll lane
system between SR 167 in Renton and Northeast 6th Street in Bellevue. In general, the project
will add one new tolled lane in each direction. The existing HOV lane will be combined with
this new lane to create a dual express toll lane system. Since this project adds a lane of
capacity each way the beneficial impacts on mainline and interchange operations should be
significant.
Project highlights
• Dual express toll lane system from SR 167 in Renton to Northeast Sixth Street in
Bellevue
• New southbound auxiliary lane in the I-90 to 112th Avenue Southeast vicinity
• Improvements at interchanges, including Northeast Park Drive and Northeast 44th
Street in Renton, and 112th Avenue Southeast and Coal Creek Parkway in Bellevue
• Construction of portions of the Eastside Rail Corridor regional trail, including a 2.5-
mile paved section and a new crossing over I-405 in downtown Bellevue at the site of
the former Wilburton rail bridge (in partnership with King County)
• New direct access ramp and inline transit station at NE 44th Street in Renton to help
support Bus Rapid Transit operations (in partnership with Sound Transit)
The project timeline is:
• Summer 2015: Funded by Connecting Washington for preliminary engineering, right
of way acquisition, and construction
• 2020: Start of construction
• 2024: Open to traffic
I-405 - SR 167 Interchange Direct Connector Project (completed)
At the time of the initial writing of this report, WSDOT was in the final stages of completion
of a new flyover ramp connecting the HOT lanes on SR 167 to the carpool lanes on I-405 in
Renton.
This highway-to-highway connection will address weaving issues associated with drivers
exiting the carpool or HOT lanes, merging onto I-405 or SR 167, and merging across traffic
again to the toll lanes. The immediate result should be improved operations for both general-
purpose lanes and carpool or express toll lanes during peak commuting time periods.
I-405 Master Plan Long Range Improvements
The longer range plans for the south end of I-405 Master Plan includes one additional general
purpose lane in each direction in this section of the roadway and other associated
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improvements to interchanges, local roadways, noise walls and storm water management
facilities. This longer-term work is not currently funded for design or construction.
The Master Plan includes a major change of both the SR 169 interchange and adjacent
roadways to the north that, at the conceptual engineering stage, would include one way
frontage roads on either side of the freeway from SR 169 to Sunset Boulevard interchange
with a fly-over southbound to eastbound ramp to SR 169. The estimated completion of this
concept are estimated to be about 15 years out as it will require significant legislative action to
fund the remaining portions of the I-405 Master Plan. This project would have a major
beneficial effect on access to I-405 and freeway traffic operations in the immediate Renton
area as well as Bellevue, Kirkland, Bothell, Woodinville, Newcastle, Redmond and
communities north and south of I-405.
B. FUTURE CONDITIONS
1. Background Traffic Volumes
Background traffic volumes were estimated by factoring the existing traffic volumes by a
calculated historical traffic growth rate up to the project's full build out year, plus the six year
addition requested by WSDOT. The project’s estimated horizon years are assumed to be 2021
for Phase 1, 2022 for Phase 2, and 2023 for Phase 3. The horizon year analysis requested by
WSDOT is 2029.
Recent historical traffic counts for SR 169 east of the I-405 interchange were obtained from
WSDOT sources for 2012, 2015, and 2018. Traffic volumes were reviewed for the 3-hour
windows during the AM peak period (6:00 am to 9:00 am) and PM peak period (3:00 pm to
6:00 pm). With seasonal and axle adjustments, the counts for the AM period indicate the
recent historical annual growth rate is 1.4%, and for the PM period the annual growth rate is
0.5%.
According to the model based 2025 and 2045 turning movement forecasts from the I-405
Express Toll Lanes Projects Traffic Discipline Report the intersection’s annual growth rate at
the two ramp terminal intersections (I-405/SR 169 SB on-ramp, and I-405/SR 169 NB on-
ramp) are 0.4% per year at each intersection for both peak hour periods.
Given the above ranges of annual growth rates for the two peak periods, a simplified slightly
conservative background growth rate of 1% was used to forecast future volumes for all
movements out to 2023 as well as out to 2029.
No pipeline projects were identified by the City that would have a significant impact on this
analysis.
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Background peak hour turning movement volume forecasts for Year 2021, 2022, 2023, and
2029 are all shown in Appendix A in tabular form.
2. Project Trip Generation
The Cedar River Apartments would consist of 481 apartments in two separate buildings;
Building A and B, with 5 levels each building. The third building is proposed as a medical
office building with a gross floor area of 25,000 gsf approximately, identified as Building C.
The project is proposed to be constructed in three phases. Each phase is discussed below and
the trip generation estimate bases are all per the ITE Trip Generation 10th Edition manual.
Phase 1 will be Building A. This building will consist of 238 apartment units, on 5 levels;
along with 306 structure parking stalls. The best-fit land use is ITE Land Use Code 221,
Multifamily Housing (Mid-Rise). Mid-rise multi-family housing includes apartments,
townhouses, and condominiums located within the same building with at least three other
dwelling units and that have between three and 10 levels (floors).
Phase 2 will be Building B. This building will consist of 243 apartment units, on 5 levels,
plus 4,852 gsf of commercial retail on the ground floor. There will be 339 structure parking
stalls. Since the type of tenants are currently undefined for the commercial-retail space the
analysis assumes a shopping center retail mix. Per ITE LUC 820, Shopping Center is defined
as “an integrated group of commercial establishments that is planned, developed, owned, and
managed as a unit. A shopping center’s composition is related to its market area in terms of
size, location, and type of store. A shopping center also provides on-site parking facilities
sufficient to serve its own parking demands”. For the resultant retail trip generation estimates
it was determined that 34% of the total trips would be pass-by related in accordance with the
ITE Trip Generation Handbook 3rd Edition, Table 5.4.
Since for Phase 2 there is a mix of land uses, an estimate of internal trip capture was made for
all non-pass-by related trips using NCHRP 684 “Internal Trip Capture Estimation Tool”. The
results are shown in Table 6.
Phase 3 will be the future commercial pad, identified in this report as Building C. It is
intended to be a Medical Office type use. Therefore, trip generation rates are based on ITE
LUC 720, Medical Office. Similar to Phase 2, since there is a mix of land use types, the
internal trip capture tool (NCHRP 684) was used to estimate internal and external trips with
Phase 3. A 60 parking stall structure is proposed.
The site is currently occupied by construction trucks and trailers and other heavy equipment.
However, the trips currently generated at the site are likely incidental and are assumed as
insignificant and thus not identified in this analysis for any trip credit against future project
trips.
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The trip generation estimates for the project by phase are presented in Table 6.
Table 6
Project Trip Generation Estimates a
PHASE and, AM Peak PM Peak
ITE Code and Land Use Size AWT Total In Out Total In Out
PHASE 1
LUC 221 b – Multi-Family House Mid-Rise (3 to 10 floors) – 238 units (Building A)
Rate 5.44 0.360 0.260 0.740 0.440 0.610 0.390
Vol 1,295 86 22 64 105 64 41
PHASE 2
LUC 221 b – Multi-Family House Mid-Rise (3 to 10 floors) – 243 units (Building B)
Rate 5.44 0.360 0.260 0.740 0.440 0.610 0.390
Vol 1,322 87 23 64 107 65 42
LUC 820c – Shopping Center Retail Mix – 4,852 gsf commercial/retail
Rate 37.75 0.94 0.62 0.38 3.81 0.48 0.52
Vol 183 5 3 2 18 9 9
Non-Pass By (66%) 121 3 2 1 12 6 6
Pass-By 62 2 1 1 6 3 3
Phase 2 Subtotal 1,443 90 25 65 119 71 48
PHASE 1 and 2
Total Trips (internal & external) 2,738 176 47 129 224 135 89
Internal Trip Capture Estimate d 55 2 1 1 6 3 3
Total External Trips 2,683 174 46 128 218 132 86
Total Pass-by Trips 62 2 1 1 6 3 3
PHASE 3
LUC 720 e – Medical-Dental Office Building – approximately 25,000 gsf (Building C)
Rate 34.8 2.780 0.780 0.220 3.460 0.280 0.720
Vol 870 70 55 15 87 24 63
PHASE 1, 2 and 3
Total Trips (internal & external) 3,608 246 102 144 311 159 152
Internal Trip Capture Estimate d 144 10 5 5 14 7 7
Total External Trips 3,464 236 97 139 297 152 145
Total Pass-by Trips 62 2 1 1 6 3 3
a ITE Trip Generation 10th Edition
b Mid-rise multifamily housing includes apartments, townhouses, and condominiums located within the same building with at least three
other dwelling units and that have between three and 10 levels (floors)
c ITE LUC 820 Shopping Center trip rates used for the proposed retail mix on site. The pass-by rate per ITE Trip Generation Handbook
3rd Edition Table 5.4 is 34%, thus the non-pass-by component is 66%.
d Multi-Use Trip Capture per NCHRP 684 Internal Trip Capture Estimation Tool (see Appendix B). Daily capture assumed at 2% for
Phase 1 & 2 and at 4% for Phase 1, 2 & 3.
e A medical-dental office building is a facility that provides diagnoses and outpatient care on a routine basis but is unable to provide
prolonged in-house medical and surgical care. One or more private physicians or dentists generally operate this type of facility.
As shown in Table 6, for Phase 1, Building A is estimated to generate 1,295 average weekday
daily trips, 86 AM, and 105 PM peak hour trips.
For Phase 2, Building B is estimated to generate 1,443 daily, 90 AM and 119 PM peak hour
trips. Including Phase 1, the site is estimated to generate 2,683 average weekday daily trips,
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174 AM, and 218 PM peak hour trips to the surrounding street system. These would be the
total trips to and from the project (total external trips).
In addition, there are 62 daily, 2 AM and 6 PM peak hour estimated pass-by trips. These trips
would be vehicles traveling through on SR 169 that would interrupt the trip to visit the site.
Hence the pass-by trip would only have impacts at the site access intersections: SR 169/Cedar
River Park Dr and SR 169/east site access.
For Phase 3, Building C is estimated to generate 870 daily, 70 AM and 87 PM peak hour trips.
With completion of all phases, the site is estimated to generate 3,464 average weekday daily
trips, 236 AM, and 297 PM peak hour trips to the surrounding street system (which includes
Phase 1 and 2). Again these would be the external vehicle trips to and from the project. The
pass-by element would remain unchanged from those estimates as part of Phase 2.
3. Trip Distribution and Traffic Assignment
The project trip distribution patterns were based on traffic volumes on major vicinity
roadways plus knowledge of the surrounding areas with respect to employment and socio-
recreational types of attractions. For all of the land uses including the residential, retail, and
office elements of the project, the analysis assumed the following:
• 25% to I-405 north and 25% to I-405 south,
• 10% to S 2nd St and S 3rd St in downtown Renton,
• 10% to N 3rd St and N 4th St through North Renton and westerly locations,
• 5% to the North Renton via the Houser Way bypass,
• 10% to N 3rd St east to the Renton Highlands via N 3rd-N 4th St,
• 15% to SR 169 east towards Fairwood, Maple Valley, Black Diamond and other
places east.
The AM peak and the PM street peak hour trip distribution and assignment for the project for
all phases for the greater outlying area are shown in Figure 7a. The AM project trip
assignment for the full project through the analysis intersections is shown in Figure 7b.
Likewise, the PM project trip assignment, for the full project, through the analysis
intersections is shown in Figure 7c.
For each individual phase, the project trip assignment turn volumes by movement at each
intersection are shown in Appendix A in tabular form.
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A B
C
25%
10%
10%
10%
25%15%
5%
N 4th St
N 3rd St
B ronson W ayHouser WayI-405S
R
1
6
9Houser WaySunset WayNE 3rd StFactory Ave(10)
(45)
(34)
(14)
(77)
(36)
(33)
(84)
(22)
(117)
(22)
(20)
(14)
(15)
(7)
(33)
(22)
(5)
(9)
(9)
(27)(7)
15
15
35
74
38
34
34
127 116
29
25
32
(22)
38
82
368
7
44 7
15
15
14
14
LEGEND
(xx) -- AM Peak Hour Project Trips (all phases)
xx -- PM Peak Hour Project Trips (all phases)
25% -- Project Trip Distribution Percentage
Project Trip Distribution & Assignment
Figure 7a
all Phases (1, 2, and 3)
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SR
1
6
9
S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampSunset WayI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- AM Street Peak Hour Project Volumes (all Phases)
AM PEAK PROJECT TRAFFIC VOLUMES
Figure 7b
Int #1
Int #3
Int #4
Int #2
Int #5
all Phases (1, 2, and 3)
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030
7
7
1
1
7
2
0451034
14
36
2117
5
7 225
5
8
4
3
3
2
2 0x 2
0
x
2
0
2
0
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SR
1
6
9
S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampSunset WayI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- PM Street Peak Hour Project Volumes (all Phases)
PM PEAK PROJECT TRAFFIC VOLUMES
Figure 7c
Int #1
Int #3
Int #4
Int #2
Int #5
all Phases (1, 2, and 3)
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030
1
2
7
1
1
6
1
4741532
15
35
4116
2
5
1
1
3 388
9
8
2
3
4
4
2 5x 2
5
x
1
4
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Traffic Impact Analysis (5/29/2020) Cedar River Apartments
William Popp Associates Page 26
4. Background Traffic Plus Project Traffic Volumes
Future year AM and PM peak hour with-project traffic volumes were developed by adding
project trips to the background forecast traffic volumes.
For Phase 1, the AM and PM peak hour volumes include the background traffic growth
estimate from 2017 to 2021 as well as the Project Phase 1 traffic, which would all be
representative for Year 2021. Similarly for Phase 2, the horizon year estimate is Year 2022
and the AM and PM peak hour volumes include an additional year of background growth plus
Phase 2 project traffic. With Phase 2 there will be a small amount of trips that stay on site as
a result of the small retail uses on site (trip capture). And finally, for Phase 3, the project
buildout/full occupancy year estimate is Year 2023 and would include another year of
background growth plus Phase 3 traffic. Like Phase 2, there will be a small amount of trips
that stay on site as a result of the small retail and the medical office mix with the residential.
In accordance with the WSDOT request, a 2029 analysis for both AM and PM peak hour
conditions is also included. This 2029 analysis addresses the difference in operations between
the without Project condition and the with Project condition, some 6 years beyond the
estimated Project horizon year.
All of the volumes by movement at each intersection as well as by Phase and per peak hour
are all shown in Appendix A in tabular form.
The Year 2023 AM peak hour volumes with and without project volumes are shown in Figure
8a and 8b respectively. The Year 2023 PM peak hour volumes with and without project
volumes are shown in Figure 9a and 9b respectively.
The Year 2029 AM peak hour with and without project volumes are shown in Figure 10a and
10b respectively. The Year 2029 PM peak hour with and without project volumes are shown
in Figure 11a and 11b respectively.
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
S
R 1
6
9
S hari's D rivew ayI-405 N B R am psI-405 NB Off-RampI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
CSunset Way131646241046xx -- 2023 AM Peak Hour Volumes (1 hour between 7:00 and 9:00 am)
YEAR 2023 AM PEAK TRAFFIC VOLUMES
Figure 8a
Int #1
Int #3
Int #4
Int #2
Int #5
without Project
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 33
7
6
8
0
2
1
3
3
758 6
6
1
5
8 277419
110
50
823
614
951905466
5352
1
0
6
1
3
6
5 3071
8
3
7
0
1
8
1
2
4
3
8525
6
6
8
2
1
1
9
x
xxx
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SR
1
6
9
S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- 2023 AM Peak Hour Volumes (1 hour between 7:00 and 9:00 am)Sunset Way134147144149(xx) -- retail pass-by trips
YEAR 2023 AM PEAK TRAFFIC VOLUMES
Figure 8b
Int #1
Int #3
Int #4
Int #2
Int #5
with Project (Phase 1, 2, and 3)
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 33
7
7
5
7
2
2
5
0
758 6
8
1
5
8 322419120
50
857
628
987905466
8152 (+1 )2
1
0
5
(
-
1
)
3
4
(
+
1
)
1
2
2 3291
8
4
2
5
1
8
9
6
4
7
1525
6
7
0
2 0
X
2
1
3
9
x
2
0
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
S
R 1
6
9
S hari's D rivew ayI-405 N B R am psI-405 NB Off-RampSunset WayI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C95825729433
xx -- 2023 PM Peak Hour Volumes (1 hour between 4:00 and 6:00 pm)
YEAR 2023 PM PEAK TRAFFIC VOLUMES
Figure 9a
Int #1
Int #3
Int #4
Int #2
Int #5
without Project
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 44
4
2
2
5
0
9
9
4
1
433 2
2
1
0
1
6 1216714
552
69
355
251
818791677
70419
6
6
1
3
4
0 8196
5
1
7
0
4
7
4
8
2
6
1713
2
2
8
0
xx9
7
9
x
x
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SR
1
6
9
S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- 2023 PM Peak Hour Volumes (1 hour between 4:00 and 6:00 pm)Sunset Way98326432236(xx) -- retail pass-by trips
YEAR 2023 PM PEAK TRAFFIC VOLUMES
Figure 9b
Int #1
Int #3
Int #4
Int #2
Int #5
with Project (Phase 1, 2, and 3)
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 44
4
2
3
7
7
1
1
1
0
1
4331
6 1290714567
69
387
266
853791677
7 4157 (+1 )9
6
6
(
-
1
)
3
8
(
+
1
)
1
5
3
(
+
2
)8576
5
1
7
9
3
8
3
0
2
9
5713
2 5 (+2 )x1
0
0
4
x
1
4
2
2
2
4
(
-
2
)
2
2
8
4
(
-
2
)
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
S
R 1
6
9
S hari's D rivew ayI-405 N B R am psI-405 NB Off-RampI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- 2023 AM Peak Hour Volumes (1 hour between 7:00 and 9:00 am)Sunset Way139749143648YEAR 2029 AM PEAK TRAFFIC VOLUMES
Figure 10a
Int #1
Int #3
Int #4
Int #2
Int #5
without Project
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 33
9
7
2
2
2
2
6
4
862 7
0
2
6
2 294445
117
53
874
652
1009961495
7372
2
3
6
1
4
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9 3261
9
3
9
3
1
9
2
4
4
6
5558
7
0
9
2
2
4
9
x
xxx
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SR
1
6
9
S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
CSunset Way142250046652xx -- 2023 AM Peak Hour Volumes (1 hour between 7:00 and 9:00 am)
(xx) -- retail pass-by trips
YEAR 2029 AM PEAK TRAFFIC VOLUMES
Figure 10b
Int #1
Int #3
Int #4
Int #2
Int #5
with full Project (Phase 1, 2 and 3)
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 33
9
7
9
9
2
3
8
1
862 7
2
2
6
2 339445127
53
908
666
1045961495
9154 (+1 )2
2
3
6
(
-
1
)
3
4
(
+
1
)
1
2
6 3481
9
4
4
8
2
0
0
7
4
9
8558
7
1
1
2
2
6
9
2
0
2 0x x
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
S
R 1
6
9
S hari's D rivew ayI-405 N B R am psI-405 NB Off-RampI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- 2029 PM Peak Hour Volumes (1 hour between 4:00 and 6:00pm)Sunset Way101727331235YEAR 2029 PM PEAK TRAFFIC VOLUMES
Figure 11a
Int #1
Int #3
Int #4
Int #2
Int #5
without Project
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 54
6
2
3
8
8
1
0
5
5
1
535 2
3
4
6
1
7 1291758
586
73
377
266
868839719
74441
0
2
5
1
4
4
2 8696
9
1
8
0
9
7
9
4
2
7
8757
2
4
2
0
1
0
3
9
x
xxx
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SR
1
6
9
S h a ri's D rive w a yI-405 N B R am psI-405 NB Off-RampI-405 SB On-RampB r o n s o n W a y
I-405 SBI-405 NBSITE
A B
C
xx -- 2029 PM Peak Hour Volumes (1 hour between 4:00 and 6:00pm)Sunset Way104227934238(xx) -- retail pass-by trips
YEAR 2029 PM PEAK TRAFFIC VOLUMES
Figure 11b
Int #1
Int #3
Int #4
Int #2
Int #5
with full Project (Phase 1, 2 and 3)
North
WILLIAM POPP ASSOCIATES
Bellevue, WA 98007
425.401.1030 54
6
2
5
1
5
1
1
7
1
1
535 2
3
6
0
(
-
2
)
1
7 1365758601
73
409
281
903839719
7 8160 (+1 )1
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(
-
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)
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(
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)
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(
+
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)9076
9
1
8
9
8
8
7
6
3
1
2757
2
4
2
4
1
0
6
4
1
4
2 5 (+2 )xx
Cedar River Apartments
SRM Renton, LLC
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Traffic Impact Analysis (5/29/2020) Cedar River Apartments
William Popp Associates Page 35
5. Level-of-Service (Future Year Phased Project Conditions) – Synchro LOS
Results
The following level of service analysis identifies the AM and PM peak hour results based on
Synchro output for each of the three phases of development and their corresponding horizon
years. As pointed out previously, the Synchro results essentially assume stand-alone
conditions for each intersection without consideration of upstream or downstream effects. A
subsequent micro-simulation analysis using Sim Traffic software to address the effects of
upstream and downstream traffic is presented later in this report.
Table 7 shows the “without Project” and “with Project” Synchro level of service results for
each of the three proposed phases of development. Also shown in Table 7 are the LOS results
for Intersection 1 with the immediate WSDOT programmed improvements, ie, the dual
westbound left turn (WBLT) lane on SR 169 at the Sunset/Bronson/I-405 SB ramp
intersection and the conversion of Sunset Blvd southbound to two general purpose lanes.
The purpose of showing these LOS results based on HCM/Synchro analysis was to identify
intersection LOS & delay impacts/changes with inclusion of the Project, in full and for each of
the three phases without involving assumptions about freeway congestion and meter rate
operations during the several phases of Project buildout.
As shown in Table 7, each of the four analysis intersections are estimated to operate at
satisfactory levels of service D or better with the above described WSDOT improvements at
the Sunset/Bronson/I-405 SB ramp intersection. Results are also presented for the condition
should the WSDOT improvements on SR 169 not be in place in 2021. It is important to note
the I-405 Express Toll Lane project completion in 2024, one year past the Cedar Park
Apartments project horizon year, is projected to significantly reduce freeway delay which in
turn should substantially reduce intersection delay at this SR 169 location.
From this analysis it can be concluded that based on classic HCM methodology the Project
will have little impact on delay at any of the subject intersections (0 to 5 seconds). The major
reason for this is the Project contributes less than 2.5% of all entering traffic at the corridor
critical SR 169/I-405/Sunset Blvd intersection.
By way of comparison, the I-405 Express Toll Lanes Project Transportation Discipline
Report 2 in the 2025 Build scenario gives estimates of LOS C and D for AM and PM peak
hour for SR 169/SB on-ramp terminal intersection and LOS D and B for AM and PM for the
SR 169/NB on-ramp terminal intersection. These estimates are also based on HCM/Synchro
methodology, i.e., without micro-simulation.
2 I-405 Express Toll Lanes Projects, Transportation Discipline Report; Pages E-4 & E-10
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Traffic Impact Analysis (5/29/2020) Cedar River Apartments
William Popp Associates Page 36
Table 7
Intersection Level-of-Service -- Intersection Results (per Synchro)
Without Project With Project
Intersection LOS a Delay a LOS a Delay a Comments
PHASE 1 (Year 2021) (with and without Phase 1)
AM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c E 59 E 61
D 42 D 42 with dual WBLT d
2 SR 169/I-405 NB Ramps c B 20- C 20+
3 SR 169/Shari's Driveway c A 4 A 4
4 SR 169/Cedar River Park Drive c A 8 A 9
PM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c D 46 D 46
D 41 D 41 with dual WBLT d
2 SR 169/I-405 NB Ramps c B 11 B 11
3 SR 169/Shari's Driveway c A 2 A 2
4 SR 169/Cedar River Park Drive c A 4 A 5
PHASE 2 (Year 2022) (with and without Phase 2, the “without Project” includes Phase 1)
AM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c D 42 D 43 with dual WBLT d
2 SR 169/I-405 NB Ramps c C 20- C 20+
3 SR 169/Shari's Driveway c A 4 A 4
4 SR 169/Cedar River Park Drive c A 9 A 10
PM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c D 42 D 43 with dual WBLT d
2 SR 169/I-405 NB Ramps c B 11 B 11
3 SR 169/Shari's Driveway c A 2 A 2
4 SR 169/Cedar River Park Drive c A 5 A 6
PHASE 3 (Year 2023) (with and without Phase 3, the “without Project” includes Phase 1 and 2)
AM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c D 43 D 43 with dual WBLT d
2 SR 169/I-405 NB Ramps c C 21 C 21
3 SR 169/Shari's Driveway c A 4 A 4
4 SR 169/Cedar River Park Drive c B 10 B 11
PM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c D 44 D 44 with dual WBLT d
2 SR 169/I-405 NB Ramps c B 11 B 10
3 SR 169/Shari's Driveway c A 2 A 2
4 SR 169/Cedar River Park Drive c A 6 A 7
AT FULL PROJECT COMPLETION (Year 2023) (“without Project” here assumes NO development)
AM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c D 43 D 43 with dual WBLT d
2 SR 169/I-405 NB Ramps c C 20+ C 21
3 SR 169/Shari's Driveway c A 4 A 4
4 SR 169/Cedar River Park Drive c A 6 B 11
PM PEAK HOUR b
1 SR 169/Sunset/Bronson/I-405 SB Ramps c D 42 D 44 with dual WBLT d
2 SR 169/I-405 NB Ramps c B 11 B 10
3 SR 169/Shari's Driveway c A 2 A 2
4 SR 169/Cedar River Park Drive c A 4 A 7
a LOS and Delay are per Synchro v9/10 and HCM methodology. Delay is represented in seconds per vehicle. A 1.0 PHF was used for all
of these future Synchro calculations. Similarly the subsequent simulation analyses uses the same 1.0 PHF, based on WSDOT protocol.
b Street peak hour: AM peak is one hour between 7:00 and 9:00am, and PM peak is one hour between 4:00 and 6:00 pm.
c Potential queue spill back through this intersection (from the southbound on-ramp or northbound on-ramp) due to long ramp meter
intervals and subsequent ramp delay associated with I-405 congestion can result in additional delay at some or all of the subject
upstream intersections. This cannot be quantified in the Synchro analysis.
d Intersection improvements would include conversion of the inside westbound thru lane to a shared left/thru thus creating two westbound
left turn lanes to the southbound on-ramp. Also as part of the intersection improvements would be conversion of the HOV southbound
thru lane to a general purpose thru lane (shared with southbound left), thus two southbound thru lanes to the on-ramp.
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Traffic Impact Analysis (5/29/2020) Cedar River Apartments
William Popp Associates Page 37
The Synchro/HCM calculation results are all shown in Appendix C.
As noted in Table 7, the potential queue spill back from the I-405 southbound ramp or
northbound ramp due to long ramp meter delay associated with I-405 congestion can result in
additional delay (sometimes significant) at some or all of the subject upstream intersections
identified in this report. This incurred delay at each upstream intersection would not be
quantified in the Synchro analysis. Hence, this analysis shifted to a micro-simulation analysis
for two future analysis years, 2023 with and without project, and 2029 with and without
project, for both the AM and PM peak hour periods.
6. Sim Traffic LOS and Queue Results – Future with and without full Project –
Year 2023
As noted above, the Synchro results assume stand-alone conditions without upstream or
downstream effects. A micro-simulation analysis using Sim Traffic was conducted to
compare intersection delay at the subject intersections as well as selected queue length
findings.
The subsequent analysis computes the level of service at the Project’s four analysis
intersections with ramp meter impacts at the two SR 169 on-ramp intersections to I-405 for
both near term and post I-405 project completion. It also identifies queue results at selected
locations where the queue length is not limited by upstream intersections. The queue results
are identified for selected approaches at the SR 169/Cedar River Park Drive intersection.
Currently, the northbound and southbound ramp metering is typically operational from 6 am
to 9 am and from 3 pm to 7 pm. As discussed previously the meter release rates vary
depending on the level of traffic congestion in the freeway lane adjacent to the on-ramp as
well as queue spill back on the ramp. For the simulation analysis, it is not possible to vary the
meter rate based on these variable conditions, thus a set meter rate was modeled based on
average meter cycles for existing conditions.
In mid-March of 2019 the southbound ramp meter cycle was observed to be running at
approximately 10 seconds per lane both in the AM and PM peak commute peak hour. The
ramp meter cycle of course can fluctuate given speed and volume conditions on I-405. During
times when the meter is in operation the southbound ramp includes two metered lanes (one
lane consists of temporary use of the right side shoulder) and one HOV by-pass lane.
The northbound ramp meter cycle was observed to be running at approximately 11 second
intervals during the AM commute peak hour and about 8 seconds during the PM commute
peak hour. The northbound ramp is currently a single lane on-ramp with no HOV bypass
lane. However, for the future analyses, an HOV by-pass was assumed.
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Traffic Impact Analysis (5/29/2020) Cedar River Apartments
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The simulation of the four subject intersections including the two ramp meters was conducted
for both the AM and PM peak hour cases for the project horizon year of 2023 using the above
observed meter rates with and without Project and with and without near term dual westbound
left turn lane and on-ramp improvements. The simulation was also conducted assuming 4-
second meter rates which represent WSDOT’s standard minimum release rate based on
expectations of improved I-405 mainline operations associated with the completion of the
ETL project.
WSDOT Improvements (assumed in analysis)
WSDOT has programmed improvements as part of the I-405 Renton to Bellevue Widening
and Express Toll Lanes project and the I-405 - SR 167 Interchange Direct Connector Project
which consist of the following (these are also discussed above in an earlier section):
• Modifying the southbound on-ramp to I-405 from SR 169. Changes would include
conversion of the HOV by-pass lane to general purpose use such that there would be three
general purpose metered lanes, with two general purpose lanes entering from the SR 169
intersection. The right most lane would only be usable when the meter is in operation.
• In turn the westbound approach (on SR 169 to the ramp) would be modified to a left turn
lane and a shared left/through lane (thus two left turn lanes). And for the southbound
approach (Sunset Boulevard), the HOV thru lane designation (shared with general purpose
southbound left turns) would be removed from the shared left/through lane, and two
general-purpose lanes would access the southbound on-ramp.
• An HOV meter by-pass lane would be installed on the I-405 Northbound Ramp.
• Addition of I-405 to SR 167 fly-over ramps connecting HOT lanes on I-405 to carpool
lanes on SR 167 (essentially completed).
• Addition of one Express Toll Lane (ETL) each way on I-405 and conversion of existing
HOV lane to an ETL. Project slated for late 2024 completion.
The WSDOT ETL project when fully operational should significantly reduce congestion on I-
4053 in this area which is expected to significantly reduce ramp meter intervals at both SR
169/Sunset Way/I-405 Southbound and Northbound on-ramp intersections, in particular for
AM commute peak period conditions.
In the interim, the westbound dual left turn lane conversion will allow more efficient ramp
operation but that operation remains significantly burdened by the expectation of long meter
rates. However the rates may decrease with the opening of the I-405/SR 167 IC direct HOT
ramps as a result of shift in mainline freeway volumes, so the delay estimates for the SB on-
ramp are likely overstated under that operation.
3 Ibid; I-405 Operations - 2025 Build AM Period and 2025 Build PM Period, Exhibits 5-9 and 5-10.
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Traffic Impact Analysis (5/29/2020) Cedar River Apartments
William Popp Associates Page 39
AM & PM Peak Hour – Year 2023
The results for the 2023 AM and PM peak hour conditions at the four analysis intersections
are shown in Table 8. The table also identifies the queue length for the westbound approach
to Intersection 4 for the AM peak hour. It should be noted that in the westbound direction the
westbound queue length extends the full length of the link segment at each of the downstream
intersections thus the queue is only reported at Intersection 4 since this will be where queues
will ultimately reach their full length.
The queues reported in this study include the average queue which is actually an average of
the maximum queues reported every two minutes for five simulation runs, and the maximum
queue which is the average of the maximum queues reported for the full duration from each
of five simulation runs.
For the PM peak hour, the queue is reported for the eastbound and westbound directions at
Intersection 4.
The analysis was conducted for the 2023 without project case for existing geometric/signal
conditions as well as conducted for the case with improvements at Intersection 1 including
southbound ramp changes, dual westbound left turn lane, elimination of the exclusive HOV
use southbound on Sunset Way to the southbound on-ramp, as well as an I-405 North Bound
on-ramp HOV bypass (assumes 10% HOV use) downstream of Intersection 2.
The analysis also conducted LOS for the 2023 with and without project case for conditions
with improvements noted above as well as assumed improvements on I-405 that result in
shorter ramp meter rates.
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Table 8
Intersection Level-of-Service & Queue -- (per SimTraffic) h
Project Horizon Year Full Development – Year 2023
Existing with Int 1 Imp’s with Int 1 Imp’s +
Operations Conditions a + Ramp Imp’s b Ramp Imp’s + ETL c
without Project without Project with Project without Project with Project
Intersection (& ref #) LOS Delay d LOS Delay d LOS Delay d LOS Delay d LOS Delay d
---------------- AM PEAK HOUR e ----------------
Intersection LOS and Delay
1 SR 169/Sunset/Bronson/I-405 SB On-Ramp F 225 F 157 F 155 D 40 D 42
2 SR 169/I-405 NB Ramps c C 31 D 41 D 45 C 35 D 41
3 SR 169/Shari's Driveway E 61 D 54 E 67 B 13 C 29
4 SR 169/Cedar River Park Drive C 33 C 26 D 37 A 4 B 14
Selected Queue Results
4 SR 169/Cedar River Park Drive
Average Q Westbound Thru (ft) f 3,990’ 3,260’ 3,330’ 110’ 180’
Max Q Westbound Thru (ft) g 9,030’ 7,650’ 8,130’ 380’ 520’
---------------- PM PEAK HOUR e ----------------
Intersection LOS and Delay
1 SR 169/Sunset/Bronson/I-405 SB On-Ramp F 243 F 125 F 134 D 53 D 54
2 SR 169/I-405 NB Ramps c C 29 C 23 C 32 B 18 C 20
3 SR 169/Shari's Driveway C 31 A 4 C 22 A 4 A 4
4 SR 169/Cedar River Park Drive B 15 A 4 B 12 A 4 B 11
Selected Queue Results
4 SR 169/Cedar River Park Drive
Average Q Eastbound Thru (ft) f 50’ 50’ 70’ 50’ 130’
Max Q Eastbound Thru (ft) g 150’ 150’ 220’ 170’ 340’
a With existing ramp and roadway channelization and ramp metering per 2018 observations.
b Improvements at Intersection 1 including a dual westbound left turn lane and no HOV exclusivity for the southbound thru lanes. The
southbound on-ramp would be modified to allow two general purpose lanes from the intersection and three lanes at the meter. The
third lane is used only when meter in operation. 2018 observed meter rates are assumed. Analysis also assumes a NB on-ramp HOV
by-pass.
c Ramp meter assumed at 4 seconds for both the NB and SB ramps due to the I-405 Express Toll Lanes project and projected reduced
freeway congestion. The ETL is assumed to be complete within less than a year of the Project horizon year.
d Average delay measured from simulations. Delay values represented in seconds per vehicle, all intersections are signalized.
e Street peak hour: AM peak is one hour between 7:00 and 9:00am, and PM peak is one hour between 4:00 and 6:00 pm.
f The Average Queue shown here is the average of the maximum queue for every 2 minutes of each simulation. There are 5 simulations.
The queue shown reflects the average for all lanes.
g The Maximum queue is the average of the maximum queue for each of the 5 runs. The queue shown reflects the average for all lanes.
h All results are based on five 60-minute simulations.
Each of these simulation results reflects a 5-run, 60-minute simulation summary, with a 15-
minute seed time (for purposes of comparison the random seed number was held constant for
all cases). Excessive delay and subsequent queue spill back due to conditions downstream
once extended through an upstream intersection will be reported as delay at the upstream
intersection. That being said, the findings are summarized below. Also, the model
calculation results are presented in Appendix D.
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SR 169/Sunset/ Bronson/I-405 SB On-Ramp
Assuming the existing geometric and operational conditions for 2023, the average intersection
delay for the AM is 225 seconds per vehicle (sec/veh) and 243 sec/veh for the PM peak hour.
With the scheduled WSDOT near term improvements including a re-channelization of the
westbound approach from a single left turn lane, two thru lanes, and a right turn lane, to a left
turn lane, a shared left/thru lane, a thru lane, and a right turn lane, along with elimination of
the southbound thru lane HOV exclusivity, the delay is estimated to improve to 157 sec/veh
for AM conditions and 125 sec/veh for PM conditions, which is a significant improvement;
however the grade remains LOS F. The analysis assumes no change in meter rates. With
project traffic, the delay is 155 sec/veh for the AM case and 134 sec/veh for the PM case.
With completion of the I-405 ETL project, WSDOT projects significantly reduced congestion
on the freeway as a result of the added freeway lane each way. Consequently it is assumed the
ramp meter times would decrease to their typical minimum. Assuming a 4-second ramp meter
release rate for both the northbound and southbound ramps, the LOS and delay is estimated to
improve to LOS D for both AM and PM peak hour with an average delay of 40 sec/veh and 53
sec/veh respectively. This would be for the scenario without Project. With the Project, the
LOS is D for both peak hours with average delays of 42 and 54 sec/veh for AM and PM peak
hours respectively.
SR 169/I-405 NB On/Off Ramps intersection
For the AM peak hour period, the intersection is estimated to operate between LOS C and D
for the five analyzed conditions at the project’s full build-out horizon year. For the PM peak
hour period, the intersection is estimated to operate between LOS B and C for the five
analyzed conditions at the project’s full build-out horizon year.
SR 169/Shari’s Driveway intersection
Congestion and delay is primarily a result of the congestion at the interchange. The LOS is
estimated to improve from LOS E to B/C for the AM peak hour with the WSDOT Intersection
1 mitigation and the ETL improvements. The PM peak hour is estimated to improve from
LOS C to A for with or without Project scenarios.
SR 169/Cedar Rive Park Drive
For the AM peak hour period the intersection is estimated to be LOS C without Project for
existing geometric and operations conditions and LOS D with Project. The level of service is
estimated to improve to LOS A for the AM peak hour without the Project and LOS B with the
Project once the I-405 ETL’s are in place.
The queue length from the simulations is also reported at this intersection in two forms: the
average queue and the maximum queue. The average queue is defined as the average of the
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xx -- 2023 PM Peak Hour Volumes (1 hour between 4:00 and 6:00 pm)Sunset Way98326432236(xx) -- retail pass-by trips
YEAR 2023 PM PEAK TRAFFIC VOLUMES
Figure 9b
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with Project (Phase 1, 2, and 3)
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WILLIAM POPP ASSOCIATES
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Cedar River Apartments
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maximum queue observed every two minutes during the one hour simulation. The queue
shown in the table is the average of the 2 minute maximum queues for five simulation runs
(150 data points). The maximum queue is the longest queue observed for a simulation, in this
case over a one hour period. The queues shown in Table 8 are the average of five maximum
queues (5 data points). It should be noted that the queues noted in Table 8 reflect the average
for the multi-lane section.
During the AM peak hour, the maximum westbound queue at the other three intersections is
essentially the segment length to the upstream intersection. However, the queue from
Intersection 4 to the east is open ended as the modeled link length exceeded 10,000 feet. The
average queue was found to range between 3,300 and 4,000 feet for the first three scenarios
(existing conditions and Intersection 1 improvements only). The maximum queue length was
found to range between approximately 7,700 and 9,000 feet for the same first three scenarios.
With implementation of all WSDOT programmed improvements including the I-405 ETL
project the average westbound queue is 110 feet from Intersection 4 for the without Project
case, and 180 feet for the with Project case. The maximum westbound queue estimate is
380 feet for the without Project condition and 520 feet for the with Project condition. It is an
understatement to say the I-405 ETL project and its allowance for theoretical lowering of
meter rates has a substantial beneficial effect on SR 169 westbound queues.
For the PM case, assuming the full slate of WSDOT improvements noted previously, the
average queue was found to be 60 feet without the project and 130’ with the project. The
maximum eastbound queue was found to be 140 feet without Project, and 290 feet with
Project. The link length eastbound on SR 169 between the Shari’s driveway and Cedar River
Park Dr is 615 feet.
The average and maximum queue lengths for the AM and PM peak hours for the westbound
thru, the westbound left turn lane, and the northbound left are shown in Table 9 for the 2023
full Project development condition.
A suggested mitigation measure targeted towards reducing project queue impacts at this
intersection is restriping (along with signal modification) of the northbound approach from a
single left and right to a dual left with shared right approach. The queue results for this
condition are also shown in Table 9.
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Table 9
SR 169/Cedar River Park Drive Intersection Queue Summary -- (per SimTraffic) e
2023 with Full Project Development
SR 169/Cedar River Park Drive
Existing Geometry a with NB Dual LT b
Intersection Queue (ft) Queue (ft)
---------------- AM PEAK HOUR ----------------
Selected Queue Results
Average Q Westbound Thru (ft) c 180’ 90’
Max Q Westbound Thru (ft) d 530’ 220’
Average Q Northbound Left (ft) c 170’ 80’
Max Q Northbound Left (ft) d 370’ 160’
Average Q Westbound Left (ft) c 40’ 30’
Max Q Westbound Left (ft) d 130’ 100’
---------------- PM PEAK HOUR ----------------
Selected Queue Results
Average Q Eastbound Thru (ft) c 130’ 130’
Max Q Eastbound Thru (ft) d 340’ 310’
Average Q Northbound Left (ft) c 140’ 90’
Max Q Northbound Left (ft) d 270’ 190’
Average Q Eastbound Left (ft) c 40’ 40’
Max Q Eastbound Left (ft) d 100’ 100’
a Queue analysis assumes Intersection 1 improvements plus ETL completion. The simulation analysis excluded all bend nodes and
secondary site access east of Intersection 4 for better queue output in SimTraffic.
b Dual NB LT assumes restriping of the northbound approach at Cedar River Park Dr to a left turn lane and a shared left/right turn lane.
c The Average Queue shown here is the average of the maximum queue for every 2 minutes of each simulation. There are 5 simulations.
d The Maximum queue is the average of the maximum queue for each of the 5 runs.
e All results are based on five 60-minute simulations.
As shown in Table 9, the queue results for the westbound thru and northbound left conditions
improve with the northbound dual left shared right concept.
7. SimTraffic LOS and Queue Results – Future with and without full Project –
Year 2029
The following 2029 analysis computes the AM and PM peak hour level of service at the
Project’s four analysis intersections for with and without Project conditions. For network
assumptions, this analysis assumes all of the same improvements as identified in the 2023
analysis, including dual westbound left turn at Intersection 1, northbound and southbound
ramp improvements, and I-405 ETL.
The results are shown in Table 10. As one may note from review of the table, all analysis
intersections are estimated to operate at LOS D or better with or without Project.
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The table also identifies the queue length for the westbound approach to Intersection 4 for the
AM peak hour. It should be noted that in the westbound direction the westbound queue length
extends the full length of the link segment at each of the downstream intersections thus the
queue is only reported at Intersection 4 since there is minimal queue variation for the other
downstream locations.
For the PM peak hour, the queue was reported for the eastbound direction at Intersection 4.
The analysis was conducted for year 2029 with and without project case for conditions with
improvements noted above which include the ETL’s on I-405 that result in shorter ramp meter
rates.
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Table 10
Intersection Level-of-Service & Queue -- (per SimTraffic) g
Analysis Year 2029 with Full Project Development
With Int 1 Imp’s +
Ramp Imp’s + ETL a
without Project with Project
Intersection LOS Delay b LOS Delay b
---------------- AM PEAK HOUR c ----------------
Intersection LOS and Delay
1 SR 169/Sunset/Bronson/I-405 SB On-Ramp d D 45 D 48
2 SR 169/I-405 NB Ramps d D 41 D 41
3 SR 169/Shari's Driveway C 29 C 32
4 SR 169/Cedar River Park Drive A 7 B 17
Selected Queue Results
4 SR 169/Cedar River Park Drive
Average Q Westbound (ft) e 70’ 220’
Max Q Westbound (ft) f 440’ 610’
---------------- PM PEAK HOUR c ----------------
Intersection LOS and Delay
1 SR 169/Sunset/Bronson/I-405 SB On-Ramp d E 56 E 61
2 SR 169/I-405 NB Ramps d C 26 C 29
3 SR 169/Shari's Driveway A 4 A 5
4 SR 169/Cedar River Park Drive A 6 B 15
Selected Queue Results
4 SR 169/Cedar River Park Drive
Average Q Eastbound (ft) e 80’ 200’
Max Q Eastbound (ft) f 220’ 540’
a Improvements at Intersection 1 include a dual westbound left turn lane and no HOV exclusivity for the southbound thru lanes. The
southbound on-ramp would be modified to allow three general purpose lanes from the intersection. . Ramp meter cycle reduced to 4
seconds for both the NB and SB ramps due to the I-405 Express Toll Lanes project and projected reduced freeway congestion.
Technically this occurs in late 2024 but for simplicity is folded into the 2023 analyses.
b Average delay measured from simulations. Delay values represented in seconds per vehicle, all intersections are signalized.
c Street peak hour: AM peak is one hour between 7:00 and 9:00am, and PM peak is one hour between 4:00 and 6:00 pm.
d Ramp meter assumed at 4 seconds for both the NB and SB ramps due to the I-405 Express Toll Lanes project and projected reduced
freeway congestion. The ETL is assumed to be complete at a similar time as the project full completion.
e The Average Queue shown here is the average of the maximum queue for every 2 minutes of each simulation. There are 5 simulations.
f The Maximum queue is the average of the maximum queue for each of the 5 runs.
g All results are based on five 60-minute simulations.
Similar to the 2023 analysis, each of these simulation results reflect a 5-run, 60-minute
simulation summary, with a 15-minute seed time (also the random seed number was held
constant for all cases). The calculations results can be found in Appendix D.
At the SR 169/Cedar River Park Drive intersection, the average westbound queue and the
average for all lanes) in the AM peak hour is estimated to be 70 feet without Project and 220
feet with project. The maximum queue is estimated to be 440 feet without Project and 610
feet with the Project.
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For the PM peak hour, the average queue for the eastbound direction is estimated to be 80 feet
without Project and 200 feet with Project. The maximum queue for the eastbound approach is
estimated to be 220 feet with the Project and 540 feet with the Project. The roadway segment
link length of SR 169 between Shari’s driveway and Cedar River Park Drive is 615 feet.
The average and maximum queue lengths for the AM and PM peak hours for the westbound
thru, the westbound left turn lane, and the northbound left are shown in Table 11 for the 2029
full Project development condition.
A suggested mitigation measure for reducing project queue impacts at this intersection is
restriping (along with signal modification) of the northbound approach from a single left and
right to a dual left with shared right approach. The queue results for this condition are also
shown in Table 11.
Table 11
SR 169/Cedar River Park Drive Intersection Queue Summary -- (per SimTraffic) e
2029 with Full Project Development
SR 169/Cedar River Park Drive
Existing Geometry a with NB Dual LT b
Intersection Queue (ft) Queue (ft)
---------------- AM PEAK HOUR ----------------
Selected Queue Results
Average Q Westbound Thru (ft) c 220’ 160’
Max Q Westbound Thru (ft) d 610’ 710’
Average Q Northbound Left (ft) c 250’ 80’
Max Q Northbound Left (ft) d 440’ 200’
Average Q Wesbound Left (ft) c 30’ 40’
Max Q Westbound Left (ft) d 100’ 150’
---------------- PM PEAK HOUR ----------------
Selected Queue Results
Average Q Eastbound Thru (ft) c 200’ 170’
Max Q Eastbound Thru (ft) d 540’ 420’
Average Q Northbound Left (ft) c 140’ 110’
Max Q Northbound Left (ft) d 250’ 240’
Average Q Wesbound Left (ft) c 50’ 40’
Max Q Westbound Left (ft) d 100’ 90’
a Queue analysis assumes Intersection 1 improvements plus ETL completion. The simulation analysis excluded all bend nodes and
secondary site access east of Intersection 4 for better queue output in SimTraffic.
b Dual NB LT assumes restriping of the northbound approach at Cedar River Park Dr to a left turn lane and a shared left/right turn lane.
c The Average Queue shown here is the average of the maximum queue for every 2 minutes of each simulation. There are 5 simulations.
d The Maximum queue is the average of the maximum queue for each of the 5 runs.
e All results are based on five 60-minute simulations.
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As shown in Table 11, the average queue results for the westbound thru and northbound left
conditions improve with the northbound dual left shared right concept. Except however, the
maximum queue for the westbound thru increases slightly despite the fact the average queue
lessens. Overall, the proposed northbound re-channelization should improve queue conditions
at this intersection.
8. Parking
The parking section below includes discussion of the proposed parking supply, and discussion
of parking demand based on several sources. The parking demand section also includes
discussion of the Renton parking code applicable to the project uses.
Parking Supply
The site plan provides 760 parking stalls for the entire site not including loading stalls. Table
12 below identifies the parking supply allocations for the project and the amount to be
constructed at each phase.
Table 12
Parking Supply a
Phase Building Size Proposed Parking Supply
Phase 1
Building A 238 apartments 306 stalls (parking garage)
41 surface stalls (north of Building A and west
of Building C) – to be used for Building C.
Phase 2
Building B 243 apartments 339 stalls (parking garage: 301 for apartments,
4,852 gsf retail/restaurant 38 stalls designated for retail/restaurant use)
7 surface stalls on the access road (adjacent to
Building B)
Phase 3
Building C 25 kgsf Medical Office 60 stalls (parking garage)
7 surface stalls on the access road (adjacent to
Building C) – to be used for Building C.
Total Parking 760 stalls
a parking stall count per 10.17.2018 site plan. Stall count does not include loading stalls. Note that kgsf = 1,000 gross square feet
As noted in Table 12, the total proposed parking is 760 stalls. The surface stalls on the south
side of the access road are assumed to be for Building B, and the surface stalls on the north
side of the access road are assumed to be available for Building C. The surface stalls north of
Building A will also be available for Building C.
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Parking Demand
Local Data and ITE
Parking demand for each of the uses were estimated using either ITE or the King County
Multi-Family Residential Parking Calculator depending on the use. The King County Multi-
Family Residential Parking Calculator calculates parking/unit rates for any parcel/area in the
county. The program was used in lieu of ITE Parking Generation since it allows application
of a number of important factors such as location of the parcel relative to land use density and
transit proximity; the unit type (studio, 1-bedroom, 2-bedroom etc.); the average size of the
unit type; the proposed parking supply on site; and parking costs inclusive with rent. The
model indicates that for the subject parcel based on bedroom count and floor areas as noted in
the site plan, and assuming parking costs are included in rent (not a separate tenant cost item),
the model yields a parking per unit rate of 1.04 vehicles/unit for Building A and 1.01 vehicles
per unit for Building B. The peak demand is estimated to occur between 10 pm and 5 am.
ITE Parking 5th Edition estimates a rate of 1.31 per unit for general suburban multi-family
units.
Parking demand for the commercial use in Building B was based an assumption of a mix of
retail and restaurant at 50%. The retail parking demand rate was based on ITE LUC 820
(Shopping Center) with a rate of 1.95 parked veh/kgsf (ie., veh per 1,000 square feet). The
restaurant rate was based on ITE LUC 930 (fast casual dining) with a rate of 9.93 parked
veh/kgsf. The medical office rate was based on ITE LUC 720 (Medical-Dental Office) with a
rate of 3.23 parked veh/kgsf.
The King County Right Size Parking Calculator (for multi-family residential) and the ITE
Parking Generation 5th Edition (for retail, restaurant, and medical office) are considered the
more reliable demand predictors of parking use for this site. Data supporting the parking
requirements of the RMC are unavailable for scrutiny whereas the King County source
represents relatively recent local data with important selection parameters and the ITE source
for Medical Office Building is derived from some 117 searchable data points with excellent
statistical validity for the prediction equation”.
Table 13 summarizes the peak parking demand for each of the uses on site, and identifies
parking supply and allocation of spaces based on the above multi-family calculator and ITE
Parking Generation. It should be noted that the peak parking demands will vary by use. The
residential demand will peak during the overnight period and the retail and office peaks will
be mid-day. The garage in Building A will be solely for the tenants of Building A. The
garage in Building B will be a mix of spaces for tenants of Building B plus retail/restaurant
uses. The residential designated space in the garage will be 301 stalls. The retail/restaurant
designated space will be 38 stalls.
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Table 13
Parking Demanda
Parking Parking Parking
Building size Demand Rate Demand (veh) Supply (stalls)
Building A 238 units 1.04 / unit b 248 vehicles 306 stalls in garage total
Building B 243 units 1.01 / unit b 245 vehicles 301 stalls in garage for
residential
2,426 gsf retail 1.95 / kgsf c 5 vehicles
2,426 gsf restaurant 9.93 / kgsf c 24 vehicles
29 vehicles 38 stalls for commercial use in
garage, 7 surface stalls on south
side of the access road
Building C 25 kgsf Medical Office 3.23 / kgsf c 81 vehicles 108 stalls (garage has 60,
surface lot has 41, and the north
side of the access road has 7).
Total Parking 603 vehicles 760 stalls
a parking stall count per 10.17.2018 site plan. Stall count does not include loading stalls.
b parking rate based on King County Right Size Parking and considers the parcel location, size of unit and unit type, and parking supply
c parking rate based on ITE Parking 5th Edition.
As shown in Table 13, the peak parking demand for each of the uses totals 603 vehicles,
whereas the parking supply is 760 stalls. Thus, parking demand is estimated to be amply
contained on site based on local and ITE parking generation data.
Renton Municipal Code
The Renton Municipal Code (RMC) parking requirement for mixed occupancies is the sum of
the requirements for the several uses computed separately. Multi-family residential is a
minimum of 1.0 stalls per dwelling unit, 2.0 stalls per kgsf for retail, 10.0 stalls per kgsf for
eating establishments, and a minimum/maximum of 5.0 stalls per kgsf for medical/dental
office buildings. The total parking required given the size of each land use proposed amounts
to 636 stalls required which is less than the 760 stalls provided. There is a surplus amount of
parking provided based on RMC parking code for the combined occupancies. To ensure
sufficient parking is available for the medical office use in Building C, notification to
residents and signage will be provided reserving the surface stalls located north of Building A,
and west of Building C, after Building C has been constructed.
Bicycle Parking
The required bicycle parking provision is 0.5 bike stalls per unit. There are two bike storage
rooms in Phase 1 and one bike storage room in Phase 2. The required bike storage is 240 bike
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stalls. The current design is slightly less than that at approximately 200 but that is subject to
modification in the final plans to assure that the bike storage meets code.
C. SUMMARY of FINDINGS and CONCLUSIONS
1. Project Details
The site is located at 1915 Maple Valley Highway (SR 169) in the City of Renton. The parcel
number is 1723059026, and the total area of the site is approximately 12.5 acres. The site is
currently vacant in terms of building structures, however, it is used as a storage area for heavy
construction machinery. Presently, there are two access points to the site including one to
Cedar River Park Drive and one to SR 169.
The proposed project consists of three buildings, to be constructed in three phases. Phase 1 –
Building A will consist of 238 apartment units, on 5 levels, along with 306 structure parking
stalls and is assumed occupied by 2021. In addition to the structure parking, there will be
some surface parking on the north side of the building. Phase 2 –Building B will consist of
243 apartment units, on 5 levels, along with 339 structure parking stalls, plus 4,852 gsf of
commercial retail on the ground floor for public use and is assumed occupied by 2022.
Phase 3 – Building C (as identified in this study) is proposed for Medical Office type use at
25,000 gsf size on the commercial pad located in the north corner of the parcel and is assumed
occupied in 2023 for this traffic analysis. Parking is currently planned as 60 stalls for the
garage plus 48 in -adjacent surface area stalls. Access is planned for the internal roadway in
front of Building B with the driveway aligning opposite the garage entry to Building B. No
additional access points to public roadways are proposed with Phase 3.
2. Collisions
Based on collision records obtained from WSDOT, none of the four subject intersections have
a collision rate higher than 0.71 for the standard 3 years of recent data. The collision rates
ranged between 0.16 and 0.71 coll/mev. The accepted state and national threshold for
intersections is 1.0 coll/mev for triggering further evaluation of traffic safety.
Based on the data at the four intersections, the rear-end type of accident is the most common
accident type with 45% of the total accidents, next with sideswipe type accidents at 25%. In
general, rear-end accidents are most common at heavily congested signalized intersections
where motorists are not anticipating stop conditions during green light situations.
In that regard, the substantial SR 169 corridor congestion and queuing relief that is projected
post I-405 ETL project is very likely to reduce rear end collisions.
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In conclusion, the foregoing collision analysis does not indicate any serious safety issues
warranting further evaluation. Furthermore it is not expected that the addition of the Project
traffic will create any safety hazards or have any negative effect on collision rates.
3. Off-Site Programmed Mitigation Improvements
A near term WSDOT programmed project consists of modifying the southbound on-ramp to I-
405 from SR 169 by converting the HOV by-pass lane to general purpose changing the
operation from two lanes to three lanes during metered control.
In turn the westbound approach (SR 169) would be modified to a left turn lane and a shared
left/through lane. And at the southbound approach (Sunset Boulevard), the HOV lane
designation would be removed from the shared left/through lane, and two general-purpose
lanes would access the southbound on-ramp. It is estimated that this proposal would
substantially reduce delay during the morning peak by some 70 seconds per vehicle and by
some 120 seconds per vehicle for the PM condition. However, the impact of this project on
westbound queuing is not significant as the average queue east of Cedar Park Drive
intersection only reduces from 3,990 feet to 3,260 feet for the critical AM peak hour
condition. The maximum queue would reduce from 9,030 to 7,650 feet.
The proposed channelization plan from WSDOT is shown in Figure 12. This figure shows
paths for two large trucks side-by-side turning left on to the ramp.
Figure 12: SR 169/Sunset Way/I-405 SB On-Ramp Improvements
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Traffic simulation runs indicate significant spill back however much of that depends on the
operations of I-405 and the ramp metering. It is expected that the proposed improvement
shown in Figure 12 would result in more efficient storage and metering on the ramp than
currently exists thereby minimizing the queue spill back on SR 169.
Another I-405 project that should help improve SR 169 southbound on ramp operations is the
I-405 - SR 167 Interchange Direct Connector Project. This freeway-to-freeway HOV ramp is
open to traffic and is already reducing weaving issues associated with drivers formerly exiting
the mainline HOV lane in the immediate vicinity of the SR 169 southbound on-ramp and
weaving across two lanes to access the SR 167 off-ramp.
But most importantly, the “I-405 Renton to Bellevue Widening and Express Toll Lanes”
project is projected to significantly reduce congestion on I-405 in this area, which in turn
should greatly minimize excessive ramp meter intervals for the SR 169 southbound and
northbound on- ramps. This of course should favorably impact the Sunset Way/I-405
Southbound On-Ramp intersection operation with substantial reductions in delay and
westbound corridor queuing, in particular for AM commute period conditions.
4. Project Trip Generation Impact
In total for all phases, the project is estimated to generate 3,464 average weekday daily trips,
236 AM peak hour trips and 297 PM peak hour trips to the surrounding street network.
Phase 1 with 238 units is estimated to generate 1,295 average weekday daily trips, 86 AM,
and 105 PM peak hour trips.
Phase 2 with 243 units plus 4,852 gsf retail is estimated to generate 1,443 average weekday
daily trips, 90 AM, and 119 PM peak hour trips to the surrounding street system.
Phase 3 with 25,000 gsf of medical office space is estimated to generate 870 average weekday
daily trips, 70 AM, and 87 PM peak hour trips to the surrounding street system.
When all phases are occupied some internal trip capture as a mixed-use development is
expected and thus the project should generate less trips than if each phase were a stand-alone
project.
5. Level of Service and Queues
HCM/Synchro Analysis
The analysis in this report first presented level of service results at the four subject
intersections based on HCM/Synchro methodology. This classic HCM methodology
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demonstrates that the Project will have little impact on delay at any intersection during any
phase of build out.
However, the LOS at the SR 169/Sunset Boulevard/I-405 southbound ramp intersection is
estimated to be E during the AM peak period – other analysis intersections are LOS D or
better. This is the case for with or without Project scenarios with the Project contributing only
0 to 3 seconds to the delay total.
The HCM methodology as noted previously does not accommodate assessment of impacts of
restrictive ramp metering -- this is addressed with micro-simulation analysis. And while
restrictive ramp metering will likely exist during each planned construction phase, that
condition is in effect temporary in the context of this Cedar River Apartments Project analysis
due to the programmed construction of the I-405 Express Toll Lane project for mid to late
2024. Also worthy of note: the Growth Management Act allows up to 6 years from date
Project traffic arrives for needed transportation improvement projects to be in place, so there
is a comfortable margin of statutory protection from requirement of a much more complicated
analysis and mitigation identification process.
Sim Traffic LOS Analysis and Queues
The simulation results paint a different picture for the SR 169/ Sunset/Bronson/I-405 SB ramp
intersection, even with the near term proposed dual westbound left turn lane and removal of
the HOV southbound thru lane exclusivity on Sunset Blvd. In this case the with-Project LOS
is F with a large 155 sec/veh delay estimate for the AM peak hour. This is due to assumption
of continued application of the existing observed ramp meter rates in the absence of the I-405
ETL completion. The PM peak hour delay is estimated at 134 sec/veh (LOS F) with Project
for the same geometric assumptions.
But with the scheduled widening of I-405 for the ETL project, along with the recently
completed direct access HOV ramp to-from SR 167, freeway congestion is projected to be
significantly reduced in the vicinity of SR 169 and this in turn should result in much lower
meter release rates. Under these assumed operating conditions, it is estimated that the two
ramp terminal intersections at the I-405/SR 169 interchange will operate at LOS C/D in the
AM and PM peak hours. with full Project buildout. Under the same conditions the other two
intersections, Shari’s and Cedar Park Drive, are estimated to operate at LOS C or better for
both AM and PM peak hours
With respect to the critical westbound queues on SR 169 as measured to the east from the
Cedar River Park Drive intersection, the average queue in the critical AM peak hour is
estimated to drop from 3,330 feet to 180 ft and from 8,130 feet to 520 ft for the maximum
queue. These estimated queues reflect 2023 conditions with the Project and without and with
I-405 ETL improvements, respectively.
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At the SR 169/Cedar River Park Dr intersection the AM northbound queue can extend
through the Project driveway intersection. To shorten this queue the approach could be
restriped to include a dual left with shared right (no widening) and the signal heads and
controller modified accordingly.
6. Site Access Points
The project will have two access points, one to Cedar River Park Drive and one to SR 169.
This analysis assumes that the majority of the project traffic will access Cedar River Park
Drive, which currently has signalized access to SR 169. This signalized intersection has a very
acceptable LOS B estimated operation that bodes well for Project traffic access to SR 169.
The secondary project site access to SR 169, which will be approximately 350 feet east from
the SR 169/Cedar River Park Dr intersection, is replacing the existing site driveway further to
the east. No left turn out was assumed for this driveway due to the proximity of the Cedar
Park Drive left turn lane opening and potential conflicts with driveway traffic during the AM
peak period, and no left turn in was assumed based on WSDOT concerns regarding crossing
of three lanes of traffic.
7. Parking
The project’s peak parking demand for all of the residential in Phase 1 and 2 is estimated to be
493 vehicles. The peak demand would occur for the overnight period. The proposed parking
supply in the two garages in Phase 1 and 2 totals 607 stalls for residential allocated stalls.
Thus, the parking supply as proposed for the residential will exceed parking demand estimates
and no parking spill over is estimated to occur to surrounding areas, primarily no spill over
into the Cedar River Park area.
Parking supply for the retail and restaurant uses in Building B will include 38 stalls in the
Building B garage signed for these uses. There are also 7 stalls on the south side of the access
road fronting Building B for shared use and thus could be included in the supply estimate for
these retail/restaurant uses. In total there would be 45 stalls available. The estimated demand
is 29 vehicles. Thus supply is adequate.
Parking supply proposed for Building C, the medical office proposed use, currently consists of
60 stalls in the garage, 41 surface stalls north of Building A, and 7 stalls on the north side of
the access road near Building B. Thus the parking supply potential is 108 stalls. The demand
for Building C is estimated to be 81 vehicles based on ITE rates, hence there would be about
21 vehicles seeking spaces outside the garage (based on a 60-stall garage). Since there are 48
surface stalls available, parking supply should be adequate in meeting the estimated peak
demand. Appropriate signage would be required to effectively implement that designation for
those surface stalls upon construction of Building C.
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D. MITIGATION and RECOMMENDATIONS
Based on the foregoing analysis for the Cedar River Apartments project, the following traffic
related mitigation observations and recommendations are presented:
1. WSDOT Programmed Improvements
The mainline widening for the WSDOT Express Toll Lane project that is slated for
completion in late 2024 should result in substantially decreased congestion and queuing for
the SR 169 corridor intersections and roadways analyzed in this study. This State project
offers the most effective funded mitigation possible for existing corridor traffic issues.
The immediate improvement of the SR 169/Sunset Way/I-405 SB On-Ramp intersection
slated for 2020 is estimated to significantly reduce PM peak delay at that location, which is
beneficial for the early phases.
The I-405 - SR 167 Interchange Direct Connector Project ramp connecting the HOT lanes on
SR 167 to the carpool lanes on I-405 should also beneficially impact freeway operations in the
SR 169 interchange on- ramp locations which is important for maximizing ramp capacity and
lowering ramp meter rates.
Each of the above programmed WSDOT improvements plays a role in reducing congestion in
the SR 169 corridor and should be noted as non-applicant mitigation for the existing and
future corridor congestion issues. With these improvements all analysis intersections are
estimated to operate at acceptable LOS D or better with the Project’s traffic at full buildout
and at least 6 years past that horizon year for the AM peak hour.
2. Frontage Improvements
Currently along SR 169 there is relatively new curb and gutter, 6’ to 6.5’ sidewalk and street
lighting plus 1.5’ to 14’ (varies) for utilities and landscaping behind the sidewalk. The
requirement along SR 169 per the City’s Roadway Development standards is 6” curb, 8’
planter, 8’ sidewalk and 2’ clear behind sidewalk to new property line. The Project design
proposal provides all of the cited requirements plus a required 15’ building setback from the
property line.
3. Primary Site Access
The project’s primary access will be to/from Cedar River Park Drive approximately 175 feet
southwest from SR 169 (from stop bar). The existing approach configuration to SR 169
consists of two lanes (a left turn lane and a right turn lane) and one lane exiting southbound
from SR 169. While the intersection level of service is quite good with the Project (LOS B for
AM and PM peak hours), the queuing analysis suggests maximum queues may extend into the
Project entrance road at full occupancy.
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To address the potential queuing issue it is recommended that the approach configuration be
restriped to provide dual left turn lanes with a shared right turn lane (curb lane). This
channelization modification would include signal detection, signal head modifications, and
overhead signage on the east side mast-arm.
To prevent northbound queues on Cedar River Park Dr from blocking vehicles turning left
into the site from Cedar River Park Drive, it is recommended that signage south of the
driveway be installed to read “DO NOT BLOCK DRIVEWAY” as well as potential lane
marking cross-hatch patterns indicating the area not to block. This secondary measure should
assist in preventing southbound direction queue spill back on Cedar River Park Drive towards
SR 169 from vehicles turning left into the site driveway.
4. Secondary Site Access
The project is proposing a direct access to SR 169 about 350 feet east of the stop bar at the
Cedar River Park Dr intersection as a secondary access in addition to the access to Cedar
River Park Drive. This access will replace the nearby existing driveway, which is about 490
feet east from the stop bar at the Cedar River Park Dr intersection.
No left turn movements in or out were assumed for this driveway due to the proximity of the
Cedar Park Drive left turn lane opening on SR 169 and WSDOT concerns regarding crossing
of three lanes of traffic during the PM peak period.
An effective method of preventing left turns in and out of the driveway is with a relatively
short WSDOT Type C curb addition to the south line of the center roadway two-way left turn
lane pavement markings, or alternatively with tubular markers similar to what have been
recently placed on SR 169 just east of the 149th Ave SE signalized intersection. The tubular
markers option is recommended in lieu of C-curb due to potential for poor visibility during
nighttime or inclement weather conditions while viewing across three lanes. The posted
speed on SR 169 (40 mph east of Cedar River Park Dr) is also a factor in recommending
tubular markers over the Type C curb.
5. Traffic Impact Fee
The City of Renton’s currently adopted traffic impact fees for various land use types are based
on the City’s “Rate Study for Impact Fees for Transportation, Parks, and Fire Protection”,
dated August 26, 2011.
The City’s impact fee rate based on PM peak hour trips generated by new development is
$7,517.08 per PM peak hour Trip (source: Table 7 of the City’s Rate Study 8/26/11). The
estimated PM peak hour total trips generated to the surrounding street system by this
development are 297 PM peak hour trips with completion of all phases of this development.
That would result in a traffic impact fee of $2,232,573. It is important to note that this project
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is a mixed-use development with residential, retail, and medical office uses. Computation of
traffic impact fees based on stand-alone uses in this case would not be applicable due to the
fact it would not take into consideration internal trip capture on site between uses.
The PM peak hour project trip generation estimate by phase and corresponding fee would be
as follows assuming the project is built exactly as identified in Table 1 of this report:
Phase 1: PM Peak Hour Trips = 105 City Impact Fee = $ 789,293
Phase 2: PM Peak Hour Trips = 113 City Impact Fee = $ 849,430
Phase 3: PM Peak Hour Trips = 79 City Impact Fee = $ 593,849
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Cedar River Apartments
1915 Maple Valley Hwy, Renton, WA 98055
APPENDECES A, B, C, and D
APPENDIX A: AM AND PM PEAK HOUR TURN VOLUME SUMMARIES
APPENDIX B: TRIP GENERATION ADJUSTMENT: INTERNAL TRIP CAPTURE
APPENDIX C: SYNCHRO AM AND PM LOS ANALYSES (2021, 2022, and 2023)
APPENDIX D: SIM TRAFFIC OUTPUTS: DELAYS AND QUEUES (2023 and 2029)
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX A
AM AND PM PEAK HOUR TURN VOLUME SUMMARIES
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
1 SR 169/Sunset/Bronson/I-405 SB Ramps
Existing 2021 2021 Phase 1 2021 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project w/Project Future Project w/Project Future Project w/Project by without with
AM PK Growth a Traffic Trips AM PK Growth Trips AM PK Growth Trips AM PK 2023 project project
EBLT 1 199 8 207 0 207 2 0 209 2 0 211 0 224 224
EBLT 2 196 395 8 204 411 0 204 411 2 0 206 415 2 0 208 419 0 221 445 221 445
EBT 104 4 108 2 110 1 3 114 1 5 120 10 117 127
EBRT 47 2 49 0 49 0 0 49 0 0 50 0 53 53
WBLT 775 31 806 16 822 8 16 847 8 2 857 34 874 908
WBT 578 23 601 6 607 6 7 621 6 1 628 14 652 666
WBRT 895 36 931 15 946 9 18 974 10 3 987 36 1009 1045
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBLT 1 187 8 195 5 200 2 6 208 2 13 223 24 211 235
SBLT 2 74 261 3 77 272 6 83 283 1 5 89 296 1 10 100 322 21 84 294 105 339
SBT HOV 358 15 373 0 373 4 0 376 4 0 380 0 403 403
SBT 495 853 20 515 888 0 515 888 5 0 520 897 5 0 525 905 0 558 961 558 961
SBRT 439 18 457 0 457 5 0 461 5 0 466 0 495 495
4347 177 4524 50 4574 46 55 4674 47 34 4755 139 4900 5039
2.0% 1.1% 1.2% 0.7% 2.9%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
1 SR 169/Sunset/Bronson/I-405 SB Ramps1SR 169/Sunset/Bronson/I-405 SB Ramps
Existing 2021 2021 Phase 1 w/Project 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project 2021 Future Project w/Project Future Project w/Project by without with
PM PK Growth a Traffic Trips PM PK Growth Trips PM PK Growth Trips PM PK 2023 project project
EBLT 1 314 13 327 0 327 3 0 330 3 0 333 0 354 354
EBLT 2 359 673 15 374 700 0 374 700 4 0 377 707 4 0 381 714 0 405 758 405 758
EBT 520 21 541 6 547 5 7 560 6 2 567 15 586 601
EBRT 65 3 68 0 68 1 0 68 1 0 69 0 73 73
WBLT 334 14 348 10 358 4 11 372 4 11 387 32 377 409
WBT 236 10 246 4 250 2 4 256 3 7 266 15 266 281
WBRT 770 31 801 10 811 8 10 829 8 15 853 35 868 903
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBLT 1 718 29 747 16 763 8 18 789 8 6 803 40 810 850
SBLT 2 427 1145 17 444 1191 15 459 1222 5 16 480 1269 5 3 488 1290 34 482 1291 516 1365
SBT HOV 202 8 210 0 210 2 0 212 2 0 214 0 228 228
SBT 543 745 22 565 775 0 565 775 6 0 571 783 6 0 576 791 0 612 839 612 839
SBRT 638 26 664 0 664 7 0 671 7 0 677 0 719 719
5126 208 5334 61 5395 54 66 5515 55 44 5614 171 5778 5949
2.0% 1.1% 1.2% 0.8% 3.0%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
2 SR 169/I-405 NB Ramps
Existing 2021 2021 Phase 1 2021 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project w/Project Future Project w/Project Future Project w/Project by without with
AM PK Growth a Traffic Trips AM PK Growth Trips AM PK Growth Trips AM PK 2023 project project
EBLT 17 1 18 0 18 0 0 18 0 0 18 0 19 19
EBT 348 14 362 13 375 4 14 393 4 28 425 55 393 448
EBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 1706 69 1775 37 1812 18 41 1871 19 6 1896 84 1923 2007
WBRT 412 17 429 16 445 4 15 464 5 2 471 33 465 498
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 289 12 301 6 307 3 6 316 3 10 329 22 326 348
SBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 495 20 515 0 515 5 0 520 5 0 525 0 558 558
3267 133 3400 72 3472 35 76 3582 36 46 3664 194 3684 3878
2.0% 2.1% 2.1% 1.3% 5.3%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
2 SR 169/I-405 NB Ramps
Existing 2021 2021 Phase 1 w/Project 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project 2021 Future Project w/Project Future Project w/Project by without with
PM PK Growth a Traffic Trips PM PK Growth Trips PM PK Growth Trips PM PK 2023 project project
EBLT 61 2 63 0 63 1 0 64 1 0 65 0 69 69
EBT 1604 65 1669 37 1706 17 41 1764 18 11 1793 89 1809 1898
EBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 704 29 733 24 757 8 25 789 8 33 830 82 794 876
WBRT 246 10 256 10 266 3 11 280 3 13 295 34 278 312
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 771 31 802 16 818 8 17 843 8 5 857 38 869 907
SBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 672 27 699 0 699 7 0 706 7 0 713 0 757 757
4058 165 4223 87 4310 43 94 4447 44 62 4554 243 4576 4819
2.0% 2.0% 2.1% 1.4% 5.3%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
3 SR 169/Shari's Driveway
Existing 2021 2021 Phase 1 2021 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project w/Project Future Project w/Project Future Project w/Project by without with
AM PK Growth a Traffic Trips AM PK Growth Trips Traffic Growth Trips AM PK 2023 project project
EBUT 55 2 57 0 57 1 0 58 1 0 58 0 62 62
EBLT 35 1 36 0 36 0 0 37 0 0 37 0 39 39
EBT 1 240 10 250 0 250 2 0 252 3 0 255 0 270 270
EBT 2 260 640 11 271 666 13 284 685 3 14 300 712 3 28 331 757 55 293 722 348 799
EBT 3 140 6 146 6 152 2 6 159 2 10 171 22 158 180
EBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 1 546 22 569 16 585 6 16 606 6 2 614 34 616 650
WBT 2 541 2008 22 563 2090 6 569 2143 6 7 581 2220 6 1 588 2250 14 610 2264 624 2381
WBT 3 541 22 563 15 578 6 18 602 6 3 611 36 610 646
WBT 4 380 15 395 16 411 4 15 431 4 2 437 33 117 429 462
WBRT 7 0 7 0 7 0 0 7 0 0 7 0 8 8
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBLT 3 0 3 0 3 0 0 3 0 0 3 0 3 3
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 55 2 57 0 57 1 0 58 1 0 58 0 62 62
2803 114 2917 72 2989 30 76 3095 31 46 3172 194 3161 3355
2.0% 2.4% 2.5% 1.5% 6.1%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
3 SR 169/Shari's Driveway
Existing 2021 2021 Phase 1 2021 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project w/Project Future Project w/Project Future Project w/Project by without with
PM PK Growth a Traffic Trips PM PK Growth Trips Traffic Growth Trips PM PK 2023 project project
EBUT 15 1 16 0 16 0 0 16 0 0 16 0 17 17
EBLT 41 2 43 0 43 0 0 43 0 0 44 0 46 46
EBT 1 990 40 1030 0 1030 10 0 1040 10 0 1051 0 1116 1116
EBT 2 778 2118 32 810 2204 38 848 2258 8 41 897 2339 9 11 917 2377 90 878 2388 968 2515
EBT 3 350 14 364 16 380 4 17 401 4 4 409 37 395 432
EBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 1 355 14 369 10 379 4 11 394 4 11 409 32 400 432
WBT 2 158 935 6 165 973 7 172 1007 2 4 177 1053 2 8 187 1110 19 178 1055 197 1171
WBT 3 158 6 165 7 172 2 10 183 2 15 200 32 178 210
WBT 4 264 11 275 10 285 3 11 299 3 12 314 33 116 298 331
WBRT 13 1 14 0 14 0 0 14 0 0 14 0 15 15
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBLT 4 0 4 0 4 0 0 4 0 0 4 0 5 5
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 31 1 32 0 32 0 0 33 0 0 33 0 35 35
3157 128 3285 88 3373 34 94 3501 35 61 3597 243 3560 3803
2.0% 2.6% 2.7% 1.7% 6.8%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
4 SR 169/Cedar River Park Drive
Existing 2021 2021 Phase 1 2021 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project w/Project Future Project w/Project Future Project w/Project by without with
AM PK Growth a Traffic Trips AM PK Growth Trips Traffic Growth Trips AM PK 2023 project project
EBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 1 272 11 283 0 283 3 0 286 3 0 289 0 306 306
EBT 2 296 623 12 308 648 0 308 648 3 0 311 660 3 0 314 681 0 334 702 334 722
EBT 3 55 2 57 0 57 1 5 63 1 15 78 20 62 82
EBRT 61 2 63 19 82 1 14 97 1 24 122 57 69 126
WBLT 12 0 12 10 22 0 5 28 0 5 33 20 14 34
WBT 1 536 22 558 0 558 6 0 563 6 0 569 0 604 604
WBT 2 783 1984 32 815 2065 0 815 2065 8 0 823 2085 8 0 831 2106 0 882 2236 882 2236
WBT 3 665 27 692 0 692 7 0 699 7 0 706 0 749 749
WBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBLT 31 1 32 54 86 1 54 141 1 9 152 117 37 154
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 6 0 6 0 6 0 1 7 0 1 8 2 7 9
SBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2717 110 2827 83 2910 29 79 3018 30 54 3103 216 3064 3280
2.0% 2.9% 2.6% 1.7% 7.0%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
4 SR 169/Cedar River Park Drive
Existing 2021 2021 Phase 1 2021 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project w/Project Future Project w/Project Future Project w/Project by without with
PM PK Growth a Traffic Trips PM PK Growth Trips Traffic Growth Trips PM PK 2023 project project
EBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 1 1013 41 1054 0 1054 11 0 1065 11 0 1075 0 1141 1141
EBT 2 989 2082 40 1029 2167 0 1029 2167 10 0 1039 2196 10 0 1050 2224 0 1114 2346 1114 2360
EBT 3 80 3 83 0 83 1 8 92 1 6 99 14 90 104
EBRT 36 1 37 54 91 1 50 142 1 9 153 113 42 155
WBLT 12 0 12 5 17 0 5 23 0 15 38 25 14 39
WBT 1 342 14 356 0 356 4 0 359 4 0 363 0 385 385
WBT 2 229 910 9 238 947 0 238 947 2 0 241 956 2 0 243 966 0 258 1025 258 1025
WBT 3 339 14 353 0 353 4 0 356 4 0 360 0 382 382
WBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBLT 38 2 40 35 75 1 37 112 1 44 157 116 44 160
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 66 3 69 0 69 1 0 69 1 4 74 4 74 78
SBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3144 128 3272 94 3366 34 100 3499 35 78 3612 272 3546 3818
2.8% 2.9% 2.2% 7.5%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
5 SR 169/Cedar River Apts East Driveway
Existing 2021 2021 Phase 1 2021 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project w/Project Future Project w/Project Future Project w/Project by without with
AM PK Growth a Traffic Trips AM PK Growth Trips Traffic Growth Trips Growth 2020 project project
EBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 629 26 655 0 655 7 0 661 7 2 670 2 709 711
EBRT 0 0 0 0 0 0 4 4 0 16 20 20 0 20
WBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 1996 81 2077 3 2080 21 4 2105 21 13 2139 20 2249 2269
WBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 0 0 0 10 10 0 8 18 0 2 20 20 0 20
SBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2625 107 2732 13 2745 27 16 2788 28 33 2849 62 2958 3020
2.0% 0.5% 0.6% 1.2% 2.2%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
5 SR 169/Cedar River Apts East Driveway
Existing 2021 2021 Phase 1 w/Project 2022 Phase 2 2022 2023 Phase 3 2023 All Dev 2029 2029
2017 Future Background Project 2021 Future Project w/Project Future Project w/Project by without with
PM PK Growth a Traffic Trips PM PK Growth Trips Traffic Growth Trips Growth 2020 project project
EBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
EBT 2148 87 2235 0 2235 22 0 2258 23 4 2284 4 0 0
EBRT 0 0 0 0 0 0 8 8 0 6 14 14 2420 2424
WBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
WBT 922 37 959 10 969 10 10 989 10 5 1004 25 0 0
WBRT 0 0 0 0 0 0 0 0 0 0 0 0 1039 1064
NBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NBRT 0 0 0 6 6 0 7 13 0 12 25 25 0 0
SBLT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
SBRT 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3070 125 3195 16 3211 32 25 3268 33 27 3327 68 3460 3489
2.0% 0.5% 0.8% 0.8% 2.0%
a Background growth estimated based on SR 169 count records WSDOT
b Project: 238 apts (Ph1), 243 apts and 4.852 kgsf retail (Ph2), 25 kgsf medical office (Ph3)
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B
TRIP GENERATION ADJUSTMENT: INTERNAL TRIP CAPTURE
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page1)
Project Name:Organization:
Project Location:Performed By:
Scenario Description:Date:
Analysis Year:Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 0 - GFA 0 0 0
Retail 815,920 4,852 GFA 5 3 2
Restaurant 930,936 - GFA 0 0 0
Cinema/Entertainment 0 0 0
Residential 221 481 DU 173 45 128
Hotel 0
All Other Land Uses2 0
178 48 130
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 0 0 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 1 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 178 48 130 Office N/A N/A
Internal Capture Percentage 1% 2% 1% Retail 33% 0%
Restaurant N/A N/A
External Vehicle-Trips5 176 47 129 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 0% 1%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
1915 Maple Valley Highway, Renton
AM Street Peak Hour
William Popp Associates
Bill Popp Jr.
At Full Occupancy
23-Sep-19Phase A & B
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A.
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
6Person-Trips
*Indicates computation that has been rounded to the nearest whole number.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made
to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete.
Table 2-A: Mode Split and Vehicle Occupancy Estimates
Table 4-A: Internal Person-Trip Origin-Destination Matrix*
Destination (To)Origin (From)
Origin (From)Destination (To)
Cinema/Entertainment
Land Use Entering Trips Exiting Trips
Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance)
NCHRP 684 Internal Trip Capture Estimation Tool
Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
0
0
Cinema/Entertainment
Development Data (For Information Only )
0
0
0
Estimated Vehicle-Trips3
Land Use
Cedar River Apartments
NCHRP Report 684 estimator PHASE 2.xlsx, Page 1-A
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page 2)
Project Name:
Analysis Period:
Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*
Office 1.00 0 0 1.00 0 0
Retail 1.00 3 3 1.00 1.5 2
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 45 45 1.00 128 128
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 1 0 0 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 3 1 26 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 1 0 0 0
Retail 0 0 1 0
Restaurant 0 0 2 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 1 0 0
Hotel 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 1 2 3 2 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 45 45 45 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 0 2 2 2 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 1 127 128 127 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Land Use Table 7-A (D): Entering Trips
2Person-Trips
Person-Trip Estimates
Cedar River Apartments
AM Street Peak Hour
Table 9-A (D): Internal and External Trips Summary (Entering Trips)
Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Cinema/Entertainment
Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Table 7-A (O): Exiting Trips
0
0
0
Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
Origin Land Use Person-Trip Estimates External Trips by Mode*
External Trips by Mode*
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A
0
*Indicates computation that has been rounded to the nearest whole number.
0
0
0
0
0
Destination (To)
Cinema/Entertainment
0
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Destination Land Use
Table 9-A (O): Internal and External Trips Summary (Exiting Trips)
NCHRP Report 684 estimator PHASE 2.xlsx, Page 2-A
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page 3)
Project Name:Organization:
Project Location:Performed By:
Scenario Description:Date:
Analysis Year:Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 0 - GFA 0 0 0
Retail 815,920 4,852 GFA 12 6 6
Restaurant 930,936 - GFA 0 0 0
Cinema/Entertainment - - - 0 0 0
Residential 221 481 DU 212 129 83
Hotel - - - 0
All Other Land Uses2 - - - 0
224 135 89
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office 0 0 0
Retail
Restaurant
Cinema/Entertainment
Residential 0 0
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 0 2 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 1 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 224 135 89 Office N/A N/A
Internal Capture Percentage 3% 2% 3% Retail 17% 33%
Restaurant N/A N/A
External Vehicle-Trips5 218 132 86 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 2% 1%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P.
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use
4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be
6Person-Trips
0
0
0
0
Table 4-P: Internal Person-Trip Origin-Destination Matrix*
Origin (From)Destination (To)
Cinema/Entertainment
0
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance)
Origin (From)Destination (To)
Cinema/Entertainment
NCHRP 684 Internal Trip Capture Estimation Tool
Cedar River Apartments William Popp Associates
1915 Maple Valley Highway, Renton Bill Popp Jr.
*Indicates computation that has been rounded to the nearest whole number.
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Phase A & B 23-Sep-19
At Full Occupancy
PM Street Peak Hour
Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
Land Use Development Data (For Information Only )Estimated Vehicle-Trips3
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use Entering Trips Exiting Trips
NCHRP Report 684 estimator PHASE 2.xlsx, Page 1-P
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page 4)
Project Name:
Analysis Period:
Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*
Office 1.00 0 0 1.00 0 0
Retail 1.00 6 6 1.00 6 6
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 129 129 1.00 83 83
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 2 2 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 3 35 17 2
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 5 0
Retail 0 0 59 0
Restaurant 0 3 21 0
Cinema/Entertainment 0 0 0 5 0
Residential 0 1 0 0
Hotel 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 1 5 6 5 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 2 127 129 127 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 0 0 0 0 0 0
Retail 2 4 6 4 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 1 82 83 82 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
0
0
0
0
0
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Table 9-P (O): Internal and External Trips Summary (Exiting Trips)
Origin Land Use Person-Trip Estimates External Trips by Mode*
Person-Trip Estimates External Trips by Mode*
0
Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
2Person-Trips
0
0
Table 9-P (D): Internal and External Trips Summary (Entering Trips)
Destination Land Use
*Indicates computation that has been rounded to the nearest whole number.
Cedar River Apartments
PM Street Peak Hour
Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips
Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Destination (To)
Cinema/Entertainment
Cinema/Entertainment
0
0
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P
NCHRP Report 684 estimator PHASE 2.xlsx, NCHRP Report 684 estimator PHASE 2.xlsx
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page 5)
Project Name:Organization:
Project Location:Performed By:
Scenario Description:Date:
Analysis Year:Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 720 25,000 GFA 70 55 15
Retail 815,920 4,852 GFA 5 3 2
Restaurant 930,936 - GFA 0 0 0
Cinema/Entertainment 0 0 0
Residential 221 481 DU 173 45 128
Hotel 0
All Other Land Uses2 0
248 103 145
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 1 0 0 0
Retail 1 0 0 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 2 1 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 248 103 145 Office 5% 7%
Internal Capture Percentage 4% 5% 3% Retail 67% 50%
Restaurant N/A N/A
External Vehicle-Trips5 238 98 140 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 0% 2%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
1915 Maple Valley Highway, Renton
AM Street Peak Hour
William Popp Associates
Bill Popp Jr.
At Full Occupancy
23-Sep-19Phase A & B & C
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A.
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
6Person-Trips
*Indicates computation that has been rounded to the nearest whole number.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made
to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete.
Table 2-A: Mode Split and Vehicle Occupancy Estimates
Table 4-A: Internal Person-Trip Origin-Destination Matrix*
Destination (To)Origin (From)
Origin (From)Destination (To)
Cinema/Entertainment
Land Use Entering Trips Exiting Trips
Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance)
NCHRP 684 Internal Trip Capture Estimation Tool
Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
0
0
Cinema/Entertainment
Development Data (For Information Only )
0
0
0
Estimated Vehicle-Trips3
Land Use
Cedar River Apartments
NCHRP Report 684 estimator PHASE 3.xlsx, Page 1-A
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page 6)
Project Name:
Analysis Period:
Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*
Office 1.00 55 55 1.00 15 15
Retail 1.00 3 3 1.00 1.5 2
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 45 45 1.00 128 128
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 4 9 0 0
Retail 1 0 0 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 3 1 26 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 1 0 0 0
Retail 2 0 1 0
Restaurant 8 0 2 0
Cinema/Entertainment 0 0 0 0 0
Residential 2 1 0 0
Hotel 2 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 3 52 55 52 0 0
Retail 2 1 3 1 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 45 45 45 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 1 14 15 14 0 0
Retail 1 1 2 1 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 3 125 128 125 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Land Use Table 7-A (D): Entering Trips
2Person-Trips
Person-Trip Estimates
Cedar River Apartments
AM Street Peak Hour
Table 9-A (D): Internal and External Trips Summary (Entering Trips)
Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Cinema/Entertainment
Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Table 7-A (O): Exiting Trips
0
0
0
Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
Origin Land Use Person-Trip Estimates External Trips by Mode*
External Trips by Mode*
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A
0
*Indicates computation that has been rounded to the nearest whole number.
0
0
0
0
0
Destination (To)
Cinema/Entertainment
0
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Destination Land Use
Table 9-A (O): Internal and External Trips Summary (Exiting Trips)
NCHRP Report 684 estimator PHASE 3.xlsx, Page 2-A
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page 7)
Project Name:Organization:
Project Location:Performed By:
Scenario Description:Date:
Analysis Year:Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 720 25,000 GFA 87 24 63
Retail 815,920 4,852 GFA 12 6 6
Restaurant 930,936 - GFA 0 0 0
Cinema/Entertainment - - - 0 0 0
Residential 221 481 DU 212 129 83
Hotel - - - 0
All Other Land Uses2 - - - 0
311 159 152
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office 0 0 0
Retail
Restaurant
Cinema/Entertainment
Residential 0 0
Hotel
Office Retail Restaurant Residential Hotel
Office 0 0 1 0
Retail 0 0 2 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 3 1 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 311 159 152 Office 13% 2%
Internal Capture Percentage 5% 4% 5% Retail 17% 33%
Restaurant N/A N/A
External Vehicle-Trips5 297 152 145 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 2% 5%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual ).
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P.
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use
4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be
6Person-Trips
0
0
0
0
Table 4-P: Internal Person-Trip Origin-Destination Matrix*
Origin (From)Destination (To)
Cinema/Entertainment
0
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance)
Origin (From)Destination (To)
Cinema/Entertainment
NCHRP 684 Internal Trip Capture Estimation Tool
Cedar River Apartments William Popp Associates
1915 Maple Valley Highway, Renton Bill Popp Jr.
*Indicates computation that has been rounded to the nearest whole number.
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Phase A & B & C 23-Sep-19
At Full Occupancy
PM Street Peak Hour
Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
Land Use Development Data (For Information Only )Estimated Vehicle-Trips3
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use Entering Trips Exiting Trips
NCHRP Report 684 estimator PHASE 3.xlsx, Page 1-P
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX B (page 8)
Project Name:
Analysis Period:
Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*
Office 1.00 24 24 1.00 63 63
Retail 1.00 6 6 1.00 6 6
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 129 129 1.00 83 83
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 13 3 1 0
Retail 0 2 2 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 3 35 17 2
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 5 0
Retail 7 0 59 0
Restaurant 7 3 21 0
Cinema/Entertainment 1 0 0 5 0
Residential 14 1 0 0
Hotel 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 3 21 24 21 0 0
Retail 1 5 6 5 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 3 126 129 126 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 1 62 63 62 0 0
Retail 2 4 6 4 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 4 79 83 79 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
0
0
0
0
0
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Table 9-P (O): Internal and External Trips Summary (Exiting Trips)
Origin Land Use Person-Trip Estimates External Trips by Mode*
Person-Trip Estimates External Trips by Mode*
0
Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
2Person-Trips
0
0
Table 9-P (D): Internal and External Trips Summary (Entering Trips)
Destination Land Use
*Indicates computation that has been rounded to the nearest whole number.
Cedar River Apartments
PM Street Peak Hour
Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips
Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Destination (To)
Cinema/Entertainment
Cinema/Entertainment
0
0
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P
NCHRP Report 684 estimator PHASE 3.xlsx, NCHRP Report 684 estimator PHASE 3.xlsx
10/11/2019
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX C
SYNCHRO AM AND PM LOS ANALYSES (Ph1 2021, Ph2 2022, and Ph3 2023)
1. Synchro AM Peak Hour Level of Service Summaries
a. Phase 1 -- Year 2021 with and without Project
b. Phase 2 – Year 2022 with and without Project (includes Phase 1)
c. Phase 3 – Year 2023 with and without Project (includes Phase 1 and 2)
d. Full Build Year 2023 with and without Project. Note that the “without
Project” condition does not include any of the phased development. The
“with Project” condition is the same as 1.c. above.
2. Synchro PM Peak Hour Level of Service Summaries
a. Phase 1 -- Year 2021 with and without Project
b. Phase 2 – Year 2022 with and without Project (includes Phase 1)
c. Phase 3 – Year 2023 with and without Project (includes Phase 1 and 2)
d. Full Build Year 2023 with and without Project. Note that the “without
Project” condition does not include any of the phased development. The
“with Project” condition is the same as 1.c. above.
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Synchro Results
AM PEAK HOUR
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2018 AM -- extg Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 395 104 47 775 578 895 0 0 0 261 853 439
Future Volume (veh/h) 395 104 47 775 578 895 0 0 0 261 853 439
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 416 109 0 816 608 942 275 1129 308
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 631 649 0 672 1340 1157 625 1313 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 416 109 0 816 608 942 275 1129 308
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 15.7 3.6 0.0 53.0 22.3 39.3 16.6 39.4 15.7
Cycle Q Clear(g_c), s 15.7 3.6 0.0 53.0 22.3 39.3 16.6 39.4 15.7
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 631 649 0 672 1340 1157 625 1313 848
V/C Ratio(X) 0.66 0.17 0.00 1.22 0.45 0.81 0.44 0.86 0.36
Avail Cap(c_a), veh/h 631 649 0 672 1340 1157 697 1464 912
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.44 0.44 0.44 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.1 48.2 0.0 61.3 47.8 14.6 34.7 42.1 18.7
Incr Delay (d2), s/veh 2.5 0.1 0.0 103.0 0.5 2.9 0.5 5.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.7 1.8 0.0 45.3 11.0 37.5 8.3 21.1 9.6
LnGrp Delay(d),s/veh 55.7 48.3 0.0 164.3 48.3 17.5 35.2 47.1 19.0
LnGrp LOS E D F D B D D B
Approach Vol, veh/h 525 2366 1712
Approach Delay, s/veh 54.1 76.0 40.1
Approach LOS D E D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.7 53.3 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.7 41.4 55.0
Green Ext Time (p_c), s 0.4 6.9 0.0
Intersection Summary
HCM 2010 Ctrl Delay 60.2
HCM 2010 LOS E
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2018 AM -- extg Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 17 348 0 0 1706 412 0 0 289 0 0 495
Future Volume (vph) 17 348 0 0 1706 412 0 0 289 0 0 495
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
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) 18 366 0 0 1796 434 0 0 304 0 0 521
RTOR Reduction (vph) 0 0 0 0 0 136 0 0 0 0 0 10
Lane Group Flow (vph) 18 366 0 0 1796 298 0 0 304 0 0 511
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.7 140.0 81.3 81.3 140.0 48.7
Effective Green, g (s) 49.7 140.0 82.3 82.3 140.0 49.7
Actuated g/C Ratio 0.36 1.00 0.59 0.59 1.00 0.36
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 607 3421 2222 900 1558 553
v/s Ratio Prot 0.01 0.11 c0.47 c0.33
v/s Ratio Perm 0.19 0.20
v/c Ratio 0.03 0.11 0.81 0.33 0.20 0.92
Uniform Delay, d1 29.4 0.0 22.7 14.8 0.0 43.3
Progression Factor 0.32 1.00 0.65 0.39 1.00 1.00
Incremental Delay, d2 0.0 0.0 2.8 0.8 0.3 21.2
Delay (s) 9.4 0.0 17.6 6.7 0.3 64.5
Level of Service A A B A A E
Approach Delay (s) 0.4 15.5 0.3 64.5
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 19.9 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.85
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 70.3% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/18/2020
Cedar River Apartments 01/13/2020 2018 AM -- extg Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 55 35 640 2008 7 3 55
Future Volume (veh/h) 55 35 640 2008 7 3 55
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 37 674 2114 7 3 58
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 60 3010 4068 13 95 74
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6311 19 1774 1583
Grp Volume(v), veh/h 37 674 1438 683 3 58
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1859 1774 1583
Q Serve(g_s), s 2.9 6.7 0.0 0.0 0.2 5.1
Cycle Q Clear(g_c), s 2.9 6.7 0.0 0.0 0.2 5.1
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 60 3010 2766 1315 95 74
V/C Ratio(X) 0.62 0.22 0.52 0.52 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.86 0.86 1.00 1.00
Uniform Delay (d), s/veh 66.7 4.5 0.0 0.0 62.8 66.1
Incr Delay (d2), s/veh 9.8 0.0 0.6 1.3 0.1 16.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 2.4 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.5 4.5 0.6 1.3 62.9 82.8
LnGrp LOS E A A A E F
Approach Vol, veh/h 711 2121 61
Approach Delay, s/veh 8.3 0.8 81.8
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.7 11.5 8.7 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 8.7 7.1 4.9 2.0
Green Ext Time (p_c), s 31.0 0.1 0.0 30.6
Intersection Summary
HCM 2010 Ctrl Delay 4.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2018 AM -- extg Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 623 61 12 1984 31 6
Future Volume (veh/h) 623 61 12 1984 31 6
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 656 64 13 2088 33 6
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2947 286 28 3698 59 52
Arrive On Green 0.73 0.73 0.02 0.78 0.03 0.03
Sat Flow, veh/h 4572 389 1774 5029 1774 1583
Grp Volume(v), veh/h 425 295 13 2088 33 6
Grp Sat Flow(s),veh/h/ln 1304 1794 1774 1583 1774 1583
Q Serve(g_s), s 7.2 7.4 1.0 24.3 2.6 0.5
Cycle Q Clear(g_c), s 7.2 7.4 1.0 24.3 2.6 0.5
Prop In Lane 0.22 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1915 1317 28 3698 59 52
V/C Ratio(X) 0.22 0.22 0.47 0.56 0.56 0.11
Avail Cap(c_a), veh/h 1915 1317 114 3698 291 260
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 5.9 6.0 68.3 6.1 66.7 65.7
Incr Delay (d2), s/veh 0.1 0.1 11.6 0.6 8.2 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 3.7 0.6 10.7 1.4 0.2
LnGrp Delay(d),s/veh 6.0 6.0 80.0 6.8 74.9 66.7
LnGrp LOS A A E A E E
Approach Vol, veh/h 720 2101 39
Approach Delay, s/veh 6.0 7.2 73.7
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 106.8 113.0 8.6
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 95.0 108.0 22.0
Max Q Clear Time (g_c+I1), s 3.0 9.4 26.3 4.6
Green Ext Time (p_c), s 0.0 32.0 31.6 0.1
Intersection Summary
HCM 2010 Ctrl Delay 7.8
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 411 108 49 806 601 931 0 0 0 272 888 457
Future Volume (veh/h) 411 108 49 806 601 931 0 0 0 272 888 457
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 411 108 0 806 601 931 272 1116 305
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 640 658 0 672 1340 1153 620 1303 848
Arrive On Green 0.19 0.19 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 411 108 0 806 601 931 272 1116 305
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 15.5 3.6 0.0 53.0 22.0 39.1 16.5 38.9 15.5
Cycle Q Clear(g_c), s 15.5 3.6 0.0 53.0 22.0 39.1 16.5 38.9 15.5
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 640 658 0 672 1340 1153 620 1303 848
V/C Ratio(X) 0.64 0.16 0.00 1.20 0.45 0.81 0.44 0.86 0.36
Avail Cap(c_a), veh/h 640 658 0 672 1340 1153 697 1464 917
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.46 0.46 0.46 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 47.8 0.0 61.3 47.7 14.8 35.0 42.3 18.7
Incr Delay (d2), s/veh 2.2 0.1 0.0 96.9 0.5 2.9 0.5 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.6 1.8 0.0 44.1 10.9 37.1 8.2 20.9 9.5
LnGrp Delay(d),s/veh 54.8 48.0 0.0 158.2 48.2 17.7 35.5 47.1 18.9
LnGrp LOS D D F D B D D B
Approach Vol, veh/h 519 2338 1693
Approach Delay, s/veh 53.4 74.0 40.2
Approach LOS D E D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 53.0 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.5 40.9 55.0
Green Ext Time (p_c), s 0.4 7.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 59.0
HCM 2010 LOS E
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 411 108 49 806 601 931 0 0 0 272 888 457
Future Volume (veh/h) 411 108 49 806 601 931 0 0 0 272 888 457
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 411 108 0 806 601 931 272 1116 305
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 640 658 0 1343 705 1153 620 1303 848
Arrive On Green 0.19 0.19 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 411 108 0 806 601 931 272 1116 305
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 15.5 3.6 0.0 30.1 44.2 39.1 16.5 38.9 15.5
Cycle Q Clear(g_c), s 15.5 3.6 0.0 30.1 44.2 39.1 16.5 38.9 15.5
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 640 658 0 1343 705 1153 620 1303 848
V/C Ratio(X) 0.64 0.16 0.00 0.60 0.85 0.81 0.44 0.86 0.36
Avail Cap(c_a), veh/h 640 658 0 1343 705 1153 697 1464 917
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.46 0.46 0.46 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 47.8 0.0 51.2 57.4 14.8 35.0 42.3 18.7
Incr Delay (d2), s/veh 2.2 0.1 0.0 0.9 6.2 2.9 0.5 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.6 1.8 0.0 15.0 24.1 37.1 8.2 20.9 9.5
LnGrp Delay(d),s/veh 54.8 48.0 0.0 52.1 63.6 17.7 35.5 47.1 18.9
LnGrp LOS D D D E B D D B
Approach Vol, veh/h 519 2338 1693
Approach Delay, s/veh 53.4 41.4 40.2
Approach LOS D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 53.0 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.5 40.9 46.2
Green Ext Time (p_c), s 0.4 7.0 4.8
Intersection Summary
HCM 2010 Ctrl Delay 42.3
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 362 0 0 1775 429 0 0 301 0 0 515
Future Volume (vph) 18 362 0 0 1775 429 0 0 301 0 0 515
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 18 362 0 0 1775 429 0 0 301 0 0 515
RTOR Reduction (vph) 0 0 0 0 0 135 0 0 0 0 0 10
Lane Group Flow (vph) 18 362 0 0 1775 294 0 0 301 0 0 505
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.3 140.0 81.7 81.7 140.0 48.3
Effective Green, g (s) 49.3 140.0 82.7 82.7 140.0 49.3
Actuated g/C Ratio 0.35 1.00 0.59 0.59 1.00 0.35
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 602 3421 2233 904 1558 548
v/s Ratio Prot 0.01 0.11 c0.47 c0.32
v/s Ratio Perm 0.19 0.19
v/c Ratio 0.03 0.11 0.79 0.33 0.19 0.92
Uniform Delay, d1 29.7 0.0 22.1 14.5 0.0 43.5
Progression Factor 0.46 1.00 0.65 0.39 1.00 1.00
Incremental Delay, d2 0.0 0.0 2.6 0.8 0.3 21.0
Delay (s) 13.7 0.0 17.0 6.5 0.3 64.5
Level of Service B A B A A E
Approach Delay (s) 0.7 15.0 0.3 64.5
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 72.9% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 57 36 666 2090 7 3 57
Future Volume (veh/h) 57 36 666 2090 7 3 57
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 36 666 2090 7 3 57
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 59 3007 4067 14 94 72
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6311 19 1774 1583
Grp Volume(v), veh/h 36 666 1421 676 3 57
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1859 1774 1583
Q Serve(g_s), s 2.8 6.6 0.0 0.0 0.2 5.0
Cycle Q Clear(g_c), s 2.8 6.6 0.0 0.0 0.2 5.0
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 59 3007 2766 1315 94 72
V/C Ratio(X) 0.61 0.22 0.51 0.51 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.87 0.87 1.00 1.00
Uniform Delay (d), s/veh 66.8 4.5 0.0 0.0 62.9 66.1
Incr Delay (d2), s/veh 9.9 0.0 0.6 1.3 0.1 16.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 2.4 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.7 4.5 0.6 1.3 63.0 83.0
LnGrp LOS E A A A E F
Approach Vol, veh/h 702 2097 60
Approach Delay, s/veh 8.2 0.8 82.0
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.6 11.4 8.6 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 8.6 7.0 4.8 2.0
Green Ext Time (p_c), s 30.1 0.1 0.0 29.7
Intersection Summary
HCM 2010 Ctrl Delay 4.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 648 63 12 2065 32 6
Future Volume (veh/h) 648 63 12 2065 32 6
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 648 63 12 2065 32 6
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2950 285 27 3698 57 51
Arrive On Green 0.73 0.73 0.02 0.78 0.03 0.03
Sat Flow, veh/h 4573 388 1774 5029 1774 1583
Grp Volume(v), veh/h 420 291 12 2065 32 6
Grp Sat Flow(s),veh/h/ln 1304 1794 1774 1583 1774 1583
Q Serve(g_s), s 7.1 7.2 0.9 23.8 2.5 0.5
Cycle Q Clear(g_c), s 7.1 7.2 0.9 23.8 2.5 0.5
Prop In Lane 0.22 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1916 1319 27 3698 57 51
V/C Ratio(X) 0.22 0.22 0.45 0.56 0.56 0.12
Avail Cap(c_a), veh/h 1916 1319 114 3698 291 260
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 5.9 5.9 68.4 6.1 66.8 65.8
Incr Delay (d2), s/veh 0.1 0.1 11.2 0.6 8.3 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 3.6 0.5 10.5 1.3 0.2
LnGrp Delay(d),s/veh 5.9 6.0 79.6 6.7 75.0 66.8
LnGrp LOS A A E A E E
Approach Vol, veh/h 711 2077 38
Approach Delay, s/veh 6.0 7.1 73.7
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.1 106.9 113.0 8.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 95.0 108.0 22.0
Max Q Clear Time (g_c+I1), s 2.9 9.2 25.8 4.5
Green Ext Time (p_c), s 0.0 31.2 30.8 0.1
Intersection Summary
HCM 2010 Ctrl Delay 7.7
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457
Future Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 411 110 0 822 607 946 283 1116 305
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 640 658 0 672 1340 1153 621 1303 848
Arrive On Green 0.19 0.19 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 411 110 0 822 607 946 283 1116 305
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 15.5 3.7 0.0 53.0 22.3 39.8 17.3 38.9 15.5
Cycle Q Clear(g_c), s 15.5 3.7 0.0 53.0 22.3 39.8 17.3 38.9 15.5
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 640 658 0 672 1340 1153 621 1303 848
V/C Ratio(X) 0.64 0.17 0.00 1.22 0.45 0.82 0.46 0.86 0.36
Avail Cap(c_a), veh/h 640 658 0 672 1340 1153 697 1464 916
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.44 0.44 0.44 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 47.9 0.0 61.3 47.8 14.9 35.2 42.2 18.7
Incr Delay (d2), s/veh 2.2 0.1 0.0 106.8 0.5 3.0 0.5 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.6 1.8 0.0 46.0 11.0 37.7 8.6 20.9 9.5
LnGrp Delay(d),s/veh 54.9 48.0 0.0 168.1 48.3 17.9 35.7 47.0 18.9
LnGrp LOS D D F D B D D B
Approach Vol, veh/h 521 2375 1704
Approach Delay, s/veh 53.4 77.6 40.1
Approach LOS D E D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 53.0 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.5 40.9 55.0
Green Ext Time (p_c), s 0.4 7.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 61.0
HCM 2010 LOS E
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457
Future Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 411 110 0 822 607 946 283 1116 305
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 640 658 0 1343 705 1153 621 1303 848
Arrive On Green 0.19 0.19 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 411 110 0 822 607 946 283 1116 305
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 15.5 3.7 0.0 30.7 44.7 39.8 17.3 38.9 15.5
Cycle Q Clear(g_c), s 15.5 3.7 0.0 30.7 44.7 39.8 17.3 38.9 15.5
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 640 658 0 1343 705 1153 621 1303 848
V/C Ratio(X) 0.64 0.17 0.00 0.61 0.86 0.82 0.46 0.86 0.36
Avail Cap(c_a), veh/h 640 658 0 1343 705 1153 697 1464 916
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.44 0.44 0.44 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 47.9 0.0 51.5 57.6 14.9 35.2 42.2 18.7
Incr Delay (d2), s/veh 2.2 0.1 0.0 0.9 6.3 3.0 0.5 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.6 1.8 0.0 15.3 24.3 37.7 8.6 20.9 9.5
LnGrp Delay(d),s/veh 54.9 48.0 0.0 52.4 63.9 17.9 35.7 47.0 18.9
LnGrp LOS D D D E B D D B
Approach Vol, veh/h 521 2375 1704
Approach Delay, s/veh 53.4 41.6 40.1
Approach LOS D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 53.0 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.5 40.9 46.7
Green Ext Time (p_c), s 0.4 7.1 4.4
Intersection Summary
HCM 2010 Ctrl Delay 42.4
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 393 0 0 1871 464 0 0 316 0 0 520
Future Volume (vph) 18 393 0 0 1871 464 0 0 316 0 0 520
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 18 393 0 0 1871 464 0 0 316 0 0 520
RTOR Reduction (vph) 0 0 0 0 0 139 0 0 0 0 0 10
Lane Group Flow (vph) 18 393 0 0 1871 325 0 0 316 0 0 510
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.6 140.0 81.4 81.4 140.0 48.6
Effective Green, g (s) 49.6 140.0 82.4 82.4 140.0 49.6
Actuated g/C Ratio 0.35 1.00 0.59 0.59 1.00 0.35
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 606 3421 2225 901 1558 551
v/s Ratio Prot 0.01 0.11 c0.49 c0.33
v/s Ratio Perm 0.21 0.20
v/c Ratio 0.03 0.11 0.84 0.36 0.20 0.92
Uniform Delay, d1 29.5 0.0 23.5 15.0 0.0 43.4
Progression Factor 0.45 1.00 0.65 0.50 1.00 1.00
Incremental Delay, d2 0.0 0.0 3.4 0.9 0.3 21.5
Delay (s) 13.3 0.0 18.5 8.4 0.3 64.9
Level of Service B A B A A E
Approach Delay (s) 0.6 16.5 0.3 64.9
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 75.0% ICU Level of Service D
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 57 36 685 2143 7 3 57
Future Volume (veh/h) 57 36 685 2143 7 3 57
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 36 685 2143 7 3 57
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 59 3007 4068 13 94 72
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6311 19 1774 1583
Grp Volume(v), veh/h 36 685 1457 693 3 57
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1859 1774 1583
Q Serve(g_s), s 2.8 6.9 0.0 0.0 0.2 5.0
Cycle Q Clear(g_c), s 2.8 6.9 0.0 0.0 0.2 5.0
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 59 3007 2766 1315 94 72
V/C Ratio(X) 0.61 0.23 0.53 0.53 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.83 0.83 1.00 1.00
Uniform Delay (d), s/veh 66.8 4.5 0.0 0.0 62.9 66.1
Incr Delay (d2), s/veh 9.9 0.0 0.6 1.3 0.1 16.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 2.5 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.7 4.6 0.6 1.3 63.0 83.0
LnGrp LOS E A A A E F
Approach Vol, veh/h 721 2150 60
Approach Delay, s/veh 8.2 0.8 82.0
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.6 11.4 8.6 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 8.9 7.0 4.8 2.0
Green Ext Time (p_c), s 32.1 0.1 0.0 31.6
Intersection Summary
HCM 2010 Ctrl Delay 4.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2021 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 648 82 22 2065 86 6
Future Volume (veh/h) 648 82 22 2065 86 6
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 648 82 22 2065 86 6
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2834 356 40 3698 122 109
Arrive On Green 0.73 0.72 0.02 0.78 0.07 0.07
Sat Flow, veh/h 4454 489 1774 5029 1774 1583
Grp Volume(v), veh/h 432 298 22 2065 86 6
Grp Sat Flow(s),veh/h/ln 1304 1776 1774 1583 1774 1583
Q Serve(g_s), s 7.6 7.7 1.7 23.8 6.6 0.5
Cycle Q Clear(g_c), s 7.6 7.7 1.7 23.8 6.6 0.5
Prop In Lane 0.28 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1897 1292 40 3698 122 109
V/C Ratio(X) 0.23 0.23 0.55 0.56 0.71 0.06
Avail Cap(c_a), veh/h 1897 1292 114 3698 291 260
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.2 6.3 67.7 6.1 63.8 61.0
Incr Delay (d2), s/veh 0.1 0.1 11.4 0.6 7.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.7 3.8 1.0 10.5 3.5 0.2
LnGrp Delay(d),s/veh 6.3 6.4 79.1 6.7 71.1 61.2
LnGrp LOS A A E A E E
Approach Vol, veh/h 730 2087 92
Approach Delay, s/veh 6.3 7.4 70.5
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.1 105.9 113.0 13.6
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 95.0 108.0 22.0
Max Q Clear Time (g_c+I1), s 3.7 9.7 25.8 8.6
Green Ext Time (p_c), s 0.0 31.6 31.3 0.2
Intersection Summary
HCM 2010 Ctrl Delay 9.2
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 415 111 49 831 614 956 0 0 0 283 897 461
Future Volume (veh/h) 415 111 49 831 614 956 0 0 0 283 897 461
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 415 111 0 831 614 956 283 1127 307
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 632 650 0 672 1340 1157 625 1312 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 415 111 0 831 614 956 283 1127 307
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 15.7 3.7 0.0 53.0 22.5 40.0 17.2 39.3 15.6
Cycle Q Clear(g_c), s 15.7 3.7 0.0 53.0 22.5 40.0 17.2 39.3 15.6
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 632 650 0 672 1340 1157 625 1312 848
V/C Ratio(X) 0.66 0.17 0.00 1.24 0.46 0.83 0.45 0.86 0.36
Avail Cap(c_a), veh/h 632 650 0 672 1340 1157 697 1464 913
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.42 0.42 0.42 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.1 48.2 0.0 61.3 47.9 14.7 35.0 42.1 18.7
Incr Delay (d2), s/veh 2.5 0.1 0.0 112.4 0.5 3.0 0.5 5.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.7 1.8 0.0 47.0 11.2 38.1 8.5 21.1 9.6
LnGrp Delay(d),s/veh 55.5 48.3 0.0 173.6 48.4 17.7 35.5 47.1 19.0
LnGrp LOS E D F D B D D B
Approach Vol, veh/h 526 2401 1717
Approach Delay, s/veh 54.0 79.5 40.1
Approach LOS D E D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.7 53.3 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.7 41.3 55.0
Green Ext Time (p_c), s 0.4 7.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 62.1
HCM 2010 LOS E
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 415 111 49 831 614 956 0 0 0 283 897 461
Future Volume (veh/h) 415 111 49 831 614 956 0 0 0 283 897 461
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 415 111 0 831 614 956 283 1127 307
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 632 650 0 1343 705 1157 625 1312 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 415 111 0 831 614 956 283 1127 307
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 15.7 3.7 0.0 31.1 45.3 40.0 17.2 39.3 15.6
Cycle Q Clear(g_c), s 15.7 3.7 0.0 31.1 45.3 40.0 17.2 39.3 15.6
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 632 650 0 1343 705 1157 625 1312 848
V/C Ratio(X) 0.66 0.17 0.00 0.62 0.87 0.83 0.45 0.86 0.36
Avail Cap(c_a), veh/h 632 650 0 1343 705 1157 697 1464 913
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.42 0.42 0.42 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.1 48.2 0.0 51.7 57.9 14.7 35.0 42.1 18.7
Incr Delay (d2), s/veh 2.5 0.1 0.0 0.9 6.5 3.0 0.5 5.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.7 1.8 0.0 15.5 24.7 38.1 8.5 21.1 9.6
LnGrp Delay(d),s/veh 55.5 48.3 0.0 52.6 64.4 17.7 35.5 47.1 19.0
LnGrp LOS E D D E B D D B
Approach Vol, veh/h 526 2401 1717
Approach Delay, s/veh 54.0 41.7 40.1
Approach LOS D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.7 53.3 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.7 41.3 47.3
Green Ext Time (p_c), s 0.4 7.0 4.0
Intersection Summary
HCM 2010 Ctrl Delay 42.5
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 379 0 0 1830 449 0 0 310 0 0 520
Future Volume (vph) 18 379 0 0 1830 449 0 0 310 0 0 520
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 18 379 0 0 1830 449 0 0 310 0 0 520
RTOR Reduction (vph) 0 0 0 0 0 138 0 0 0 0 0 10
Lane Group Flow (vph) 18 379 0 0 1830 311 0 0 310 0 0 510
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.6 140.0 81.4 81.4 140.0 48.6
Effective Green, g (s) 49.6 140.0 82.4 82.4 140.0 49.6
Actuated g/C Ratio 0.35 1.00 0.59 0.59 1.00 0.35
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 606 3421 2225 901 1558 551
v/s Ratio Prot 0.01 0.11 c0.48 c0.33
v/s Ratio Perm 0.20 0.20
v/c Ratio 0.03 0.11 0.82 0.35 0.20 0.92
Uniform Delay, d1 29.5 0.0 23.0 14.9 0.0 43.4
Progression Factor 0.45 1.00 0.62 0.35 1.00 1.00
Incremental Delay, d2 0.0 0.0 3.0 0.9 0.3 21.5
Delay (s) 13.4 0.0 17.2 6.1 0.3 64.9
Level of Service B A B A A E
Approach Delay (s) 0.6 15.0 0.3 64.9
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 74.2% ICU Level of Service D
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 58 37 692 2164 7 3 58
Future Volume (veh/h) 58 37 692 2164 7 3 58
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 37 692 2164 7 3 58
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 60 3010 4068 13 95 74
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6311 19 1774 1583
Grp Volume(v), veh/h 37 692 1472 699 3 58
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1859 1774 1583
Q Serve(g_s), s 2.9 6.9 0.0 0.0 0.2 5.1
Cycle Q Clear(g_c), s 2.9 6.9 0.0 0.0 0.2 5.1
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 60 3010 2766 1315 95 74
V/C Ratio(X) 0.62 0.23 0.53 0.53 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.83 0.83 1.00 1.00
Uniform Delay (d), s/veh 66.7 4.5 0.0 0.0 62.8 66.1
Incr Delay (d2), s/veh 9.8 0.0 0.6 1.3 0.1 16.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 2.5 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.5 4.6 0.6 1.3 62.9 82.8
LnGrp LOS E A A A E F
Approach Vol, veh/h 729 2171 61
Approach Delay, s/veh 8.2 0.8 81.8
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.7 11.5 8.7 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 8.9 7.1 4.9 2.0
Green Ext Time (p_c), s 32.9 0.1 0.0 32.4
Intersection Summary
HCM 2010 Ctrl Delay 4.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 655 83 23 2085 87 6
Future Volume (veh/h) 655 83 23 2085 87 6
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 655 83 23 2085 87 6
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2830 356 41 3698 123 110
Arrive On Green 0.73 0.72 0.02 0.78 0.07 0.07
Sat Flow, veh/h 4453 490 1774 5029 1774 1583
Grp Volume(v), veh/h 437 301 23 2085 87 6
Grp Sat Flow(s),veh/h/ln 1304 1776 1774 1583 1774 1583
Q Serve(g_s), s 7.7 7.9 1.8 24.3 6.7 0.5
Cycle Q Clear(g_c), s 7.7 7.9 1.8 24.3 6.7 0.5
Prop In Lane 0.28 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1895 1291 41 3698 123 110
V/C Ratio(X) 0.23 0.23 0.56 0.56 0.71 0.05
Avail Cap(c_a), veh/h 1895 1291 114 3698 291 260
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.3 6.3 67.7 6.1 63.8 60.9
Incr Delay (d2), s/veh 0.1 0.1 11.3 0.6 7.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.7 3.8 1.0 10.6 3.6 0.2
LnGrp Delay(d),s/veh 6.3 6.4 79.0 6.7 71.1 61.1
LnGrp LOS A A E A E E
Approach Vol, veh/h 738 2108 93
Approach Delay, s/veh 6.4 7.5 70.4
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.2 105.8 113.0 13.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 95.0 108.0 22.0
Max Q Clear Time (g_c+I1), s 3.8 9.9 26.3 8.7
Green Ext Time (p_c), s 0.0 32.3 32.0 0.2
Intersection Summary
HCM 2010 Ctrl Delay 9.2
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 415 114 49 847 621 974 0 0 0 296 897 461
Future Volume (veh/h) 415 114 49 847 621 974 0 0 0 296 897 461
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 415 114 0 847 621 974 296 1127 307
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 631 649 0 672 1340 1157 625 1313 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 415 114 0 847 621 974 296 1127 307
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 15.7 3.8 0.0 53.0 22.8 40.9 18.2 39.3 15.6
Cycle Q Clear(g_c), s 15.7 3.8 0.0 53.0 22.8 40.9 18.2 39.3 15.6
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 631 649 0 672 1340 1157 625 1313 848
V/C Ratio(X) 0.66 0.18 0.00 1.26 0.46 0.84 0.47 0.86 0.36
Avail Cap(c_a), veh/h 631 649 0 672 1340 1157 697 1464 912
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.39 0.39 0.39 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.1 48.2 0.0 61.3 48.0 14.9 35.2 42.1 18.7
Incr Delay (d2), s/veh 2.5 0.1 0.0 122.4 0.5 3.1 0.6 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.7 1.9 0.0 48.9 11.3 38.8 9.0 21.1 9.6
LnGrp Delay(d),s/veh 55.6 48.4 0.0 183.7 48.5 18.0 35.8 47.0 19.0
LnGrp LOS E D F D B D D B
Approach Vol, veh/h 529 2442 1730
Approach Delay, s/veh 54.0 83.2 40.1
Approach LOS D F D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.7 53.3 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.7 41.3 55.0
Green Ext Time (p_c), s 0.4 7.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 64.1
HCM 2010 LOS E
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 415 114 49 847 621 974 0 0 0 296 897 461
Future Volume (veh/h) 415 114 49 847 621 974 0 0 0 296 897 461
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 415 114 0 847 621 974 296 1127 307
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 631 649 0 1343 705 1157 625 1313 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 415 114 0 847 621 974 296 1127 307
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 15.7 3.8 0.0 31.7 45.9 40.9 18.2 39.3 15.6
Cycle Q Clear(g_c), s 15.7 3.8 0.0 31.7 45.9 40.9 18.2 39.3 15.6
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 631 649 0 1343 705 1157 625 1313 848
V/C Ratio(X) 0.66 0.18 0.00 0.63 0.88 0.84 0.47 0.86 0.36
Avail Cap(c_a), veh/h 631 649 0 1343 705 1157 697 1464 912
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.39 0.39 0.39 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.1 48.2 0.0 52.0 58.1 14.9 35.2 42.1 18.7
Incr Delay (d2), s/veh 2.5 0.1 0.0 0.9 6.6 3.1 0.6 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.7 1.9 0.0 15.8 25.0 38.8 9.0 21.1 9.6
LnGrp Delay(d),s/veh 55.6 48.4 0.0 52.9 64.8 18.0 35.8 47.0 19.0
LnGrp LOS E D D E B D D B
Approach Vol, veh/h 529 2442 1730
Approach Delay, s/veh 54.0 42.0 40.1
Approach LOS D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.7 53.3 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.7 41.3 47.9
Green Ext Time (p_c), s 0.4 7.0 3.6
Intersection Summary
HCM 2010 Ctrl Delay 42.7
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 393 0 0 1871 464 0 0 316 0 0 520
Future Volume (vph) 18 393 0 0 1871 464 0 0 316 0 0 520
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 18 393 0 0 1871 464 0 0 316 0 0 520
RTOR Reduction (vph) 0 0 0 0 0 139 0 0 0 0 0 10
Lane Group Flow (vph) 18 393 0 0 1871 325 0 0 316 0 0 510
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.6 140.0 81.4 81.4 140.0 48.6
Effective Green, g (s) 49.6 140.0 82.4 82.4 140.0 49.6
Actuated g/C Ratio 0.35 1.00 0.59 0.59 1.00 0.35
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 606 3421 2225 901 1558 551
v/s Ratio Prot 0.01 0.11 c0.49 c0.33
v/s Ratio Perm 0.21 0.20
v/c Ratio 0.03 0.11 0.84 0.36 0.20 0.92
Uniform Delay, d1 29.5 0.0 23.5 15.0 0.0 43.4
Progression Factor 0.45 1.00 0.65 0.50 1.00 1.00
Incremental Delay, d2 0.0 0.0 3.4 0.9 0.3 21.5
Delay (s) 13.3 0.0 18.5 8.4 0.3 64.9
Level of Service B A B A A E
Approach Delay (s) 0.6 16.5 0.3 64.9
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.87
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 75.0% ICU Level of Service D
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 58 37 712 2220 7 3 58
Future Volume (veh/h) 58 37 712 2220 7 3 58
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 37 712 2220 7 3 58
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 60 3010 4068 13 95 74
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6312 18 1774 1583
Grp Volume(v), veh/h 37 712 1509 718 3 58
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1860 1774 1583
Q Serve(g_s), s 2.9 7.2 0.0 0.0 0.2 5.1
Cycle Q Clear(g_c), s 2.9 7.2 0.0 0.0 0.2 5.1
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 60 3010 2766 1315 95 74
V/C Ratio(X) 0.62 0.24 0.55 0.55 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.81 0.81 1.00 1.00
Uniform Delay (d), s/veh 66.7 4.5 0.0 0.0 62.8 66.1
Incr Delay (d2), s/veh 9.8 0.0 0.6 1.3 0.1 16.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 2.6 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.5 4.6 0.6 1.3 62.9 82.8
LnGrp LOS E A A A E F
Approach Vol, veh/h 749 2227 61
Approach Delay, s/veh 8.1 0.8 81.8
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.7 11.5 8.7 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 9.2 7.1 4.9 2.0
Green Ext Time (p_c), s 35.1 0.1 0.0 34.5
Intersection Summary
HCM 2010 Ctrl Delay 4.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2022 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 660 97 28 2085 141 7
Future Volume (veh/h) 660 97 28 2085 141 7
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 660 97 28 2085 141 7
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2759 402 48 3698 179 160
Arrive On Green 0.72 0.72 0.03 0.78 0.10 0.10
Sat Flow, veh/h 4375 556 1774 5029 1774 1583
Grp Volume(v), veh/h 449 308 28 2085 141 7
Grp Sat Flow(s),veh/h/ln 1304 1765 1774 1583 1774 1583
Q Serve(g_s), s 8.1 8.3 2.2 24.3 10.9 0.6
Cycle Q Clear(g_c), s 8.1 8.3 2.2 24.3 10.9 0.6
Prop In Lane 0.32 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1885 1276 48 3698 179 160
V/C Ratio(X) 0.24 0.24 0.58 0.56 0.79 0.04
Avail Cap(c_a), veh/h 1885 1276 114 3698 291 260
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.5 6.6 67.3 6.1 61.5 56.8
Incr Delay (d2), s/veh 0.1 0.1 10.8 0.6 7.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.9 4.0 1.2 10.6 5.7 0.2
LnGrp Delay(d),s/veh 6.6 6.7 78.1 6.7 68.9 56.9
LnGrp LOS A A E A E E
Approach Vol, veh/h 757 2113 148
Approach Delay, s/veh 6.6 7.7 68.3
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 105.2 113.0 18.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 95.0 108.0 22.0
Max Q Clear Time (g_c+I1), s 4.2 10.3 26.3 12.9
Green Ext Time (p_c), s 0.0 32.7 32.4 0.3
Intersection Summary
HCM 2010 Ctrl Delay 10.4
HCM 2010 LOS B
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/19/2020
Cedar River Apartments 01/13/2020 2023 AM -- without Ph3, with Ph1 & 2 Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 419 115 50 855 627 984 0 0 0 299 905 466
Future Volume (veh/h) 419 115 50 855 627 984 0 0 0 299 905 466
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 419 115 0 855 627 984 299 1138 311
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 623 640 0 1343 705 1161 629 1322 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 419 115 0 855 627 984 299 1138 311
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 15.9 3.9 0.0 32.1 46.4 41.1 18.3 39.7 15.9
Cycle Q Clear(g_c), s 15.9 3.9 0.0 32.1 46.4 41.1 18.3 39.7 15.9
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 623 640 0 1343 705 1161 629 1322 848
V/C Ratio(X) 0.67 0.18 0.00 0.64 0.89 0.85 0.48 0.86 0.37
Avail Cap(c_a), veh/h 623 640 0 1343 705 1161 697 1464 908
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.38 0.38 0.38 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.5 48.5 0.0 52.1 58.4 14.7 35.0 42.0 18.8
Incr Delay (d2), s/veh 2.8 0.1 0.0 0.9 6.8 3.1 0.6 5.1 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.8 1.9 0.0 15.9 25.3 39.2 9.1 21.3 9.7
LnGrp Delay(d),s/veh 56.3 48.7 0.0 53.0 65.1 17.8 35.6 47.0 19.0
LnGrp LOS E D D E B D D B
Approach Vol, veh/h 534 2466 1748
Approach Delay, s/veh 54.7 42.0 40.1
Approach LOS D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.3 53.7 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.9 41.7 48.4
Green Ext Time (p_c), s 0.3 6.9 3.2
Intersection Summary
HCM 2010 Ctrl Delay 42.7
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/13/2020 2023 AM -- without Ph3, with Ph1 & 2 Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 397 0 0 1890 469 0 0 319 0 0 525
Future Volume (vph) 18 397 0 0 1890 469 0 0 319 0 0 525
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 18 397 0 0 1890 469 0 0 319 0 0 525
RTOR Reduction (vph) 0 0 0 0 0 140 0 0 0 0 0 10
Lane Group Flow (vph) 18 397 0 0 1890 329 0 0 319 0 0 515
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.9 140.0 81.1 81.1 140.0 48.9
Effective Green, g (s) 49.9 140.0 82.1 82.1 140.0 49.9
Actuated g/C Ratio 0.36 1.00 0.59 0.59 1.00 0.36
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 609 3421 2217 897 1558 555
v/s Ratio Prot 0.01 0.12 c0.50 c0.33
v/s Ratio Perm 0.22 0.20
v/c Ratio 0.03 0.12 0.85 0.37 0.20 0.93
Uniform Delay, d1 29.3 0.0 23.9 15.3 0.0 43.3
Progression Factor 0.44 1.00 0.65 0.51 1.00 1.00
Incremental Delay, d2 0.0 0.0 3.7 1.0 0.3 21.7
Delay (s) 13.1 0.0 19.3 8.7 0.3 65.0
Level of Service B A B A A E
Approach Delay (s) 0.6 17.2 0.3 65.0
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 20.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 75.7% ICU Level of Service D
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/13/2020 2023 AM -- without Ph3, with Ph1 & 2 Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 58 37 719 2242 7 3 58
Future Volume (veh/h) 58 37 719 2242 7 3 58
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 37 719 2242 7 3 58
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 60 3010 4068 13 95 74
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6312 18 1774 1583
Grp Volume(v), veh/h 37 719 1524 725 3 58
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1860 1774 1583
Q Serve(g_s), s 2.9 7.3 0.0 0.0 0.2 5.1
Cycle Q Clear(g_c), s 2.9 7.3 0.0 0.0 0.2 5.1
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 60 3010 2766 1315 95 74
V/C Ratio(X) 0.62 0.24 0.55 0.55 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.80 0.80 1.00 1.00
Uniform Delay (d), s/veh 66.7 4.6 0.0 0.0 62.8 66.1
Incr Delay (d2), s/veh 9.8 0.0 0.6 1.3 0.1 16.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 2.6 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.5 4.6 0.6 1.3 62.9 82.8
LnGrp LOS E A A A E F
Approach Vol, veh/h 756 2249 61
Approach Delay, s/veh 8.1 0.9 81.8
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.7 11.5 8.7 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 9.3 7.1 4.9 2.0
Green Ext Time (p_c), s 35.9 0.1 0.0 35.3
Intersection Summary
HCM 2010 Ctrl Delay 4.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/13/2020 2023 AM -- without Ph3, with Ph1 & 2 Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 666 98 28 2105 143 7
Future Volume (veh/h) 666 98 28 2105 143 7
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 666 98 28 2105 143 7
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2759 403 48 3698 181 162
Arrive On Green 0.72 0.72 0.03 0.78 0.10 0.10
Sat Flow, veh/h 4374 557 1774 5029 1774 1583
Grp Volume(v), veh/h 453 311 28 2105 143 7
Grp Sat Flow(s),veh/h/ln 1304 1764 1774 1583 1774 1583
Q Serve(g_s), s 8.2 8.3 2.2 24.7 11.0 0.6
Cycle Q Clear(g_c), s 8.2 8.3 2.2 24.7 11.0 0.6
Prop In Lane 0.32 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1885 1276 48 3698 181 162
V/C Ratio(X) 0.24 0.24 0.58 0.57 0.79 0.04
Avail Cap(c_a), veh/h 1885 1276 114 3698 291 260
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.5 6.6 67.3 6.2 61.4 56.7
Incr Delay (d2), s/veh 0.1 0.1 10.8 0.6 7.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.9 4.0 1.2 10.7 5.8 0.2
LnGrp Delay(d),s/veh 6.6 6.7 78.1 6.8 68.8 56.8
LnGrp LOS A A E A E E
Approach Vol, veh/h 764 2133 150
Approach Delay, s/veh 6.6 7.7 68.3
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 105.2 113.0 18.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 95.0 108.0 22.0
Max Q Clear Time (g_c+I1), s 4.2 10.3 26.7 13.0
Green Ext Time (p_c), s 0.0 33.4 33.0 0.3
Intersection Summary
HCM 2010 Ctrl Delay 10.4
HCM 2010 LOS B
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 09/19/2019 2023 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 419 110 50 823 614 951 0 0 0 277 905 466
Future Volume (veh/h) 419 110 50 823 614 951 0 0 0 277 905 466
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 419 110 0 823 614 951 277 1138 311
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 624 642 0 1343 705 1161 629 1320 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.35 0.35 0.35
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 419 110 0 823 614 951 277 1138 311
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 15.9 3.7 0.0 30.8 45.3 39.4 16.7 39.8 15.9
Cycle Q Clear(g_c), s 15.9 3.7 0.0 30.8 45.3 39.4 16.7 39.8 15.9
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 624 642 0 1343 705 1161 629 1320 848
V/C Ratio(X) 0.67 0.17 0.00 0.61 0.87 0.82 0.44 0.86 0.37
Avail Cap(c_a), veh/h 624 642 0 1343 705 1161 697 1464 909
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.43 0.43 0.43 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.4 48.4 0.0 51.5 57.9 14.4 34.6 42.0 18.8
Incr Delay (d2), s/veh 2.8 0.1 0.0 0.9 6.6 2.9 0.5 5.1 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.8 1.8 0.0 15.3 24.7 37.8 8.2 21.3 9.7
LnGrp Delay(d),s/veh 56.2 48.5 0.0 52.4 64.5 17.3 35.1 47.1 19.0
LnGrp LOS E D D E B D D B
Approach Vol, veh/h 529 2388 1726
Approach Delay, s/veh 54.6 41.5 40.1
Approach LOS D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.4 53.6 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.9 41.8 47.3
Green Ext Time (p_c), s 0.3 6.9 4.0
Intersection Summary
HCM 2010 Ctrl Delay 42.5
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/18/2020
Cedar River Apartments 09/19/2019 2023 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 370 0 0 1812 438 0 0 307 0 0 525
Future Volume (vph) 18 370 0 0 1812 438 0 0 307 0 0 525
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 18 370 0 0 1812 438 0 0 307 0 0 525
RTOR Reduction (vph) 0 0 0 0 0 136 0 0 0 0 0 10
Lane Group Flow (vph) 18 370 0 0 1812 302 0 0 307 0 0 515
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.9 140.0 81.1 81.1 140.0 48.9
Effective Green, g (s) 49.9 140.0 82.1 82.1 140.0 49.9
Actuated g/C Ratio 0.36 1.00 0.59 0.59 1.00 0.36
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 609 3421 2217 897 1558 555
v/s Ratio Prot 0.01 0.11 c0.48 c0.33
v/s Ratio Perm 0.20 0.20
v/c Ratio 0.03 0.11 0.82 0.34 0.20 0.93
Uniform Delay, d1 29.3 0.0 23.0 14.9 0.0 43.3
Progression Factor 0.46 1.00 0.65 0.39 1.00 1.00
Incremental Delay, d2 0.0 0.0 3.0 0.9 0.3 21.7
Delay (s) 13.5 0.0 17.9 6.6 0.3 65.0
Level of Service B A B A A E
Approach Delay (s) 0.6 15.7 0.3 65.0
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 74.2% ICU Level of Service D
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/18/2020
Cedar River Apartments 09/19/2019 2023 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 58 37 680 2133 7 3 58
Future Volume (veh/h) 58 37 680 2133 7 3 58
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 37 680 2133 7 3 58
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 60 3010 4068 13 95 74
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6311 19 1774 1583
Grp Volume(v), veh/h 37 680 1451 689 3 58
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1859 1774 1583
Q Serve(g_s), s 2.9 6.8 0.0 0.0 0.2 5.1
Cycle Q Clear(g_c), s 2.9 6.8 0.0 0.0 0.2 5.1
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 60 3010 2766 1315 95 74
V/C Ratio(X) 0.62 0.23 0.52 0.52 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.85 0.85 1.00 1.00
Uniform Delay (d), s/veh 66.7 4.5 0.0 0.0 62.8 66.1
Incr Delay (d2), s/veh 9.8 0.0 0.6 1.3 0.1 16.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 2.4 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.5 4.5 0.6 1.3 62.9 82.8
LnGrp LOS E A A A E F
Approach Vol, veh/h 717 2140 61
Approach Delay, s/veh 8.3 0.8 81.8
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.7 11.5 8.7 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 8.8 7.1 4.9 2.0
Green Ext Time (p_c), s 31.7 0.1 0.0 31.2
Intersection Summary
HCM 2010 Ctrl Delay 4.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/18/2020
Cedar River Apartments 09/19/2019 2023 AM -- without project Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 661 65 13 2106 35 6
Future Volume (veh/h) 661 65 13 2106 35 6
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 661 65 13 2106 35 6
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3059 299 28 3834 61 54
Arrive On Green 0.76 0.76 0.02 0.81 0.03 0.03
Sat Flow, veh/h 4568 392 1774 5029 1774 1583
Grp Volume(v), veh/h 429 297 13 2106 35 6
Grp Sat Flow(s),veh/h/ln 1304 1794 1774 1583 1774 1583
Q Serve(g_s), s 6.5 6.6 1.0 21.5 2.7 0.5
Cycle Q Clear(g_c), s 6.5 6.6 1.0 21.5 2.7 0.5
Prop In Lane 0.22 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1989 1368 28 3834 61 54
V/C Ratio(X) 0.22 0.22 0.47 0.55 0.57 0.11
Avail Cap(c_a), veh/h 1989 1368 114 3834 241 215
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 4.7 4.8 68.3 4.7 66.6 65.5
Incr Delay (d2), s/veh 0.1 0.1 11.6 0.6 8.2 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 3.3 0.6 9.4 1.5 0.2
LnGrp Delay(d),s/veh 4.8 4.8 80.0 5.2 74.8 66.4
LnGrp LOS A A E A E E
Approach Vol, veh/h 726 2119 41
Approach Delay, s/veh 4.8 5.7 73.6
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 110.8 117.0 8.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 99.0 112.0 18.0
Max Q Clear Time (g_c+I1), s 3.0 8.6 23.5 4.7
Green Ext Time (p_c), s 0.0 33.1 33.0 0.1
Intersection Summary
HCM 2010 Ctrl Delay 6.4
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2023 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 419 120 50 857 628 987 0 0 0 322 905 466
Future Volume (veh/h) 419 120 50 857 628 987 0 0 0 322 905 466
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 419 120 0 857 628 987 322 1138 311
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 621 639 0 1343 705 1162 630 1323 848
Arrive On Green 0.18 0.18 0.00 0.12 0.12 0.12 0.36 0.36 0.36
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 419 120 0 857 628 987 322 1138 311
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 15.9 4.0 0.0 32.2 46.5 41.2 20.0 39.7 15.9
Cycle Q Clear(g_c), s 15.9 4.0 0.0 32.2 46.5 41.2 20.0 39.7 15.9
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 621 639 0 1343 705 1162 630 1323 848
V/C Ratio(X) 0.67 0.19 0.00 0.64 0.89 0.85 0.51 0.86 0.37
Avail Cap(c_a), veh/h 621 639 0 1343 705 1162 697 1464 908
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.37 0.37 0.37 1.00 1.00 1.00
Uniform Delay (d), s/veh 53.5 48.7 0.0 52.1 58.4 14.7 35.6 41.9 18.8
Incr Delay (d2), s/veh 2.9 0.1 0.0 0.9 6.8 3.1 0.6 5.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 7.8 2.0 0.0 16.0 25.3 39.3 10.0 21.3 9.7
LnGrp Delay(d),s/veh 56.4 48.8 0.0 53.0 65.2 17.8 36.2 46.9 19.0
LnGrp LOS E D D E B D D B
Approach Vol, veh/h 539 2472 1771
Approach Delay, s/veh 54.7 42.0 40.1
Approach LOS D D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.3 53.7 57.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 19.0 54.0 52.0
Max Q Clear Time (g_c+I1), s 17.9 41.7 48.5
Green Ext Time (p_c), s 0.3 7.0 3.1
Intersection Summary
HCM 2010 Ctrl Delay 42.7
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2023 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 18 425 0 0 1896 471 0 0 329 0 0 525
Future Volume (vph) 18 425 0 0 1896 471 0 0 329 0 0 525
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 18 425 0 0 1896 471 0 0 329 0 0 525
RTOR Reduction (vph) 0 0 0 0 0 140 0 0 0 0 0 10
Lane Group Flow (vph) 18 425 0 0 1896 331 0 0 329 0 0 515
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 48.9 140.0 81.1 81.1 140.0 48.9
Effective Green, g (s) 49.9 140.0 82.1 82.1 140.0 49.9
Actuated g/C Ratio 0.36 1.00 0.59 0.59 1.00 0.36
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 609 3421 2217 897 1558 555
v/s Ratio Prot 0.01 0.12 c0.50 c0.33
v/s Ratio Perm 0.22 0.21
v/c Ratio 0.03 0.12 0.86 0.37 0.21 0.93
Uniform Delay, d1 29.3 0.0 24.0 15.3 0.0 43.3
Progression Factor 0.42 1.00 0.66 0.52 1.00 1.00
Incremental Delay, d2 0.0 0.0 3.7 1.0 0.3 21.7
Delay (s) 12.5 0.0 19.6 8.9 0.3 65.0
Level of Service B A B A A E
Approach Delay (s) 0.5 17.4 0.3 65.0
Approach LOS A B A E
Intersection Summary
HCM 2000 Control Delay 20.7 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 75.8% ICU Level of Service D
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/18/2020
Cedar River Apartments 01/13/2020 2023 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 4
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 58 37 757 2250 7 3 58
Future Volume (veh/h) 58 37 757 2250 7 3 58
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1863
Adj Flow Rate, veh/h 37 757 2250 7 3 58
Adj No. of Lanes 1 3 4 0 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 60 3010 4069 13 95 74
Arrive On Green 0.03 0.77 1.00 1.00 0.05 0.05
Sat Flow, veh/h 1774 4471 6312 18 1774 1583
Grp Volume(v), veh/h 37 757 1530 727 3 58
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1860 1774 1583
Q Serve(g_s), s 2.9 7.7 0.0 0.0 0.2 5.1
Cycle Q Clear(g_c), s 2.9 7.7 0.0 0.0 0.2 5.1
Prop In Lane 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 60 3010 2766 1315 95 74
V/C Ratio(X) 0.62 0.25 0.55 0.55 0.03 0.79
Avail Cap(c_a), veh/h 139 3185 2766 1315 228 192
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.80 0.80 1.00 1.00
Uniform Delay (d), s/veh 66.7 4.6 0.0 0.0 62.8 66.1
Incr Delay (d2), s/veh 9.8 0.0 0.6 1.3 0.1 16.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 2.7 0.2 0.5 0.1 4.7
LnGrp Delay(d),s/veh 76.5 4.7 0.6 1.3 62.9 82.8
LnGrp LOS E A A A E F
Approach Vol, veh/h 794 2257 61
Approach Delay, s/veh 8.0 0.9 81.8
Approach LOS A A F
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 111.7 11.5 8.7 103.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 113.0 17.0 10.0 98.0
Max Q Clear Time (g_c+I1), s 9.7 7.1 4.9 2.0
Green Ext Time (p_c), s 37.2 0.1 0.0 36.5
Intersection Summary
HCM 2010 Ctrl Delay 4.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/18/2020
Cedar River Apartments 01/13/2020 2023 AM -- with project Synchro 9 Light Report
BPJ; William Popp Associates Page 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 681 122 34 2105 153 8
Future Volume (veh/h) 681 122 34 2105 153 8
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 681 122 34 2105 153 8
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2657 472 56 3698 191 171
Arrive On Green 0.72 0.71 0.03 0.78 0.11 0.11
Sat Flow, veh/h 4257 657 1774 5029 1774 1583
Grp Volume(v), veh/h 478 325 34 2105 153 8
Grp Sat Flow(s),veh/h/ln 1304 1747 1774 1583 1774 1583
Q Serve(g_s), s 8.9 9.1 2.6 24.7 11.8 0.6
Cycle Q Clear(g_c), s 8.9 9.1 2.6 24.7 11.8 0.6
Prop In Lane 0.38 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1874 1255 56 3698 191 171
V/C Ratio(X) 0.26 0.26 0.61 0.57 0.80 0.05
Avail Cap(c_a), veh/h 1874 1255 114 3698 291 260
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.98 0.98 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 6.8 6.9 66.9 6.2 61.0 56.0
Incr Delay (d2), s/veh 0.1 0.1 10.1 0.6 8.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.2 4.4 1.5 10.7 6.2 0.3
LnGrp Delay(d),s/veh 6.9 7.0 77.1 6.8 69.7 56.1
LnGrp LOS A A E A E E
Approach Vol, veh/h 803 2139 161
Approach Delay, s/veh 6.9 7.9 69.1
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.4 104.6 113.0 19.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 8.0 95.0 108.0 22.0
Max Q Clear Time (g_c+I1), s 4.6 11.1 26.7 13.8
Green Ext Time (p_c), s 0.0 34.2 33.9 0.3
Intersection Summary
HCM 2010 Ctrl Delay 10.8
HCM 2010 LOS B
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Synchro Results
PM PEAK HOUR
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2017 PM extg Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 673 520 65 334 236 770 0 0 0 1145 745 638
Future Volume (veh/h) 673 520 65 334 236 770 0 0 0 1145 745 638
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 708 547 0 352 248 811 803 1682 448
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 737 758 0 380 758 1108 862 1810 1108
Arrive On Green 0.21 0.21 0.00 0.07 0.07 0.07 0.49 0.49 0.49
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 708 547 0 352 248 811 803 1682 448
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 28.5 20.1 0.0 27.6 9.3 30.0 59.5 59.3 16.6
Cycle Q Clear(g_c), s 28.5 20.1 0.0 27.6 9.3 30.0 59.5 59.3 16.6
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 737 758 0 380 758 1108 862 1810 1108
V/C Ratio(X) 0.96 0.72 0.00 0.93 0.33 0.73 0.93 0.93 0.40
Avail Cap(c_a), veh/h 737 758 0 380 758 1108 862 1810 1108
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.71 0.71 0.71 1.00 1.00 1.00
Uniform Delay (d), s/veh 54.4 51.1 0.0 63.9 55.4 12.8 33.8 33.8 8.8
Incr Delay (d2), s/veh 23.7 3.4 0.0 22.3 0.2 1.8 18.0 10.0 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 16.0 10.2 0.0 16.0 4.6 32.0 33.3 32.9 12.8
LnGrp Delay(d),s/veh 78.1 54.5 0.0 86.3 55.6 14.6 51.8 43.7 9.9
LnGrp LOS E D F E B D D A
Approach Vol, veh/h 1255 1411 2933
Approach Delay, s/veh 67.8 39.7 40.8
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 34.0 72.0 34.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 29.0 67.0 29.0
Max Q Clear Time (g_c+I1), s 30.5 61.5 32.0
Green Ext Time (p_c), s 0.0 5.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 46.6
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2017 PM extg Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 61 1604 0 0 704 246 0 0 771 0 0 672
Future Volume (vph) 61 1604 0 0 704 246 0 0 771 0 0 672
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
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) 64 1688 0 0 741 259 0 0 812 0 0 707
RTOR Reduction (vph) 0 0 0 0 0 159 0 0 0 0 0 19
Lane Group Flow (vph) 64 1688 0 0 741 100 0 0 812 0 0 688
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 76.8 140.0 53.2 53.2 140.0 76.8
Effective Green, g (s) 77.8 140.0 54.2 54.2 140.0 77.8
Actuated g/C Ratio 0.56 1.00 0.39 0.39 1.00 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 950 3421 1463 592 1558 865
v/s Ratio Prot 0.04 0.49 0.20 c0.44
v/s Ratio Perm 0.07 c0.52
v/c Ratio 0.07 0.49 0.51 0.17 0.52 0.80
Uniform Delay, d1 14.4 0.0 32.7 28.1 0.0 24.8
Progression Factor 1.50 1.00 0.85 0.30 1.00 1.00
Incremental Delay, d2 0.0 0.2 1.2 0.6 1.3 5.1
Delay (s) 21.6 0.2 29.0 9.1 1.3 29.9
Level of Service C A C A A C
Approach Delay (s) 1.0 23.8 1.3 29.9
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 61.9% ICU Level of Service B
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/17/2020 2017 PM extg Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 15 41 2118 935 13 4 31
Future Volume (veh/h) 15 41 2118 935 13 4 31
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 43 2229 984 14 4 33
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 67 3545 4769 68 6 51
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6238 81 169 1396
Grp Volume(v), veh/h 43 2229 677 321 38 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1849 1608 0
Q Serve(g_s), s 3.3 0.0 0.0 0.0 3.3 0.0
Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 3.3 0.0
Prop In Lane 1.00 0.04 0.11 0.87
Lane Grp Cap(c), veh/h 67 3545 3285 1552 59 0
V/C Ratio(X) 0.64 0.63 0.21 0.21 0.65 0.00
Avail Cap(c_a), veh/h 152 3545 3285 1552 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.86 0.86 0.98 0.98 1.00 0.00
Uniform Delay (d), s/veh 63.7 0.0 0.0 0.0 67.0 0.0
Incr Delay (d2), s/veh 8.2 0.7 0.1 0.3 11.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.2 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 72.0 0.7 0.1 0.3 78.4 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2272 998 38
Approach Delay, s/veh 2.1 0.2 78.4
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 130.9 9.1 9.3 121.6
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.3 5.3 2.0
Green Ext Time (p_c), s 48.8 0.1 0.0 46.1
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2017 PM extg Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2082 36 12 910 38 66
Future Volume (veh/h) 2082 36 12 910 38 66
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2192 38 13 958 40 69
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3317 57 164 4172 115 102
Arrive On Green 1.00 1.00 0.09 0.88 0.06 0.06
Sat Flow, veh/h 4940 76 1774 5029 1774 1583
Grp Volume(v), veh/h 1304 926 13 958 40 69
Grp Sat Flow(s),veh/h/ln 1304 1849 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 0.9 4.3 3.0 6.0
Cycle Q Clear(g_c), s 0.0 0.0 0.9 4.3 3.0 6.0
Prop In Lane 0.04 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1400 164 4172 115 102
V/C Ratio(X) 0.66 0.66 0.08 0.23 0.35 0.67
Avail Cap(c_a), veh/h 1975 1400 164 4172 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.72 0.72 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 58.1 1.3 62.7 64.0
Incr Delay (d2), s/veh 1.3 1.8 0.2 0.1 1.8 7.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.7 0.5 1.9 1.5 2.8
LnGrp Delay(d),s/veh 1.3 1.8 58.3 1.4 64.5 71.5
LnGrp LOS A A E A E E
Approach Vol, veh/h 2230 971 109
Approach Delay, s/veh 1.5 2.2 68.9
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.0 110.0 127.0 13.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 2.9 2.0 6.3 8.0
Green Ext Time (p_c), s 0.6 21.3 5.2 0.2
Intersection Summary
HCM 2010 Ctrl Delay 3.9
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM without Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 700 541 68 348 246 801 0 0 0 1191 775 664
Future Volume (veh/h) 700 541 68 348 246 801 0 0 0 1191 775 664
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 700 541 0 348 246 801 794 1662 443
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 737 758 0 380 758 1108 862 1810 1108
Arrive On Green 0.21 0.21 0.00 0.07 0.07 0.07 0.49 0.49 0.49
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 700 541 0 348 246 801 794 1662 443
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 28.1 19.8 0.0 27.3 9.3 30.0 58.3 58.0 16.3
Cycle Q Clear(g_c), s 28.1 19.8 0.0 27.3 9.3 30.0 58.3 58.0 16.3
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 737 758 0 380 758 1108 862 1810 1108
V/C Ratio(X) 0.95 0.71 0.00 0.92 0.32 0.72 0.92 0.92 0.40
Avail Cap(c_a), veh/h 737 758 0 380 758 1108 862 1810 1108
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.72 0.72 0.72 1.00 1.00 1.00
Uniform Delay (d), s/veh 54.2 51.0 0.0 63.8 55.4 12.8 33.5 33.4 8.7
Incr Delay (d2), s/veh 21.6 3.2 0.0 20.8 0.2 1.7 16.7 9.0 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 15.5 10.0 0.0 15.6 4.6 31.6 32.4 32.0 12.5
LnGrp Delay(d),s/veh 75.8 54.2 0.0 84.6 55.6 14.5 50.2 42.4 9.8
LnGrp LOS E D F E B D D A
Approach Vol, veh/h 1241 1395 2899
Approach Delay, s/veh 66.4 39.2 39.6
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 34.0 72.0 34.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 29.0 67.0 29.0
Max Q Clear Time (g_c+I1), s 30.1 60.3 32.0
Green Ext Time (p_c), s 0.0 6.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 45.5
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM without Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 700 541 68 348 246 801 0 0 0 1191 775 664
Future Volume (veh/h) 700 541 68 348 246 801 0 0 0 1191 775 664
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 700 541 0 348 246 801 794 1662 443
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 775 797 0 659 346 1091 893 1875 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 700 541 0 348 246 801 794 1662 443
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 27.7 19.6 0.0 13.3 18.1 26.0 56.3 56.0 14.8
Cycle Q Clear(g_c), s 27.7 19.6 0.0 13.3 18.1 26.0 56.3 56.0 14.8
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 775 797 0 659 346 1091 893 1875 1154
V/C Ratio(X) 0.90 0.68 0.00 0.53 0.71 0.73 0.89 0.89 0.38
Avail Cap(c_a), veh/h 787 809 0 659 346 1091 893 1875 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.72 0.72 0.72 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.8 49.6 0.0 59.8 62.0 12.5 31.3 31.2 7.2
Incr Delay (d2), s/veh 13.6 2.3 0.0 0.6 4.9 1.9 12.9 6.6 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 14.6 9.8 0.0 6.6 9.9 31.6 30.8 30.3 12.1
LnGrp Delay(d),s/veh 66.4 51.9 0.0 60.3 66.9 14.3 44.1 37.8 8.1
LnGrp LOS E D E E B D D A
Approach Vol, veh/h 1241 1395 2899
Approach Delay, s/veh 60.1 35.1 35.0
Approach LOS E D C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.5 74.5 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 29.7 58.3 28.0
Green Ext Time (p_c), s 0.8 9.2 0.0
Intersection Summary
HCM 2010 Ctrl Delay 40.6
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM without Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 63 1669 0 0 733 256 0 0 802 0 0 699
Future Volume (vph) 63 1669 0 0 733 256 0 0 802 0 0 699
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 63 1669 0 0 733 256 0 0 802 0 0 699
RTOR Reduction (vph) 0 0 0 0 0 156 0 0 0 0 0 20
Lane Group Flow (vph) 63 1669 0 0 733 100 0 0 802 0 0 679
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 76.1 140.0 53.9 53.9 140.0 76.1
Effective Green, g (s) 77.1 140.0 54.9 54.9 140.0 77.1
Actuated g/C Ratio 0.55 1.00 0.39 0.39 1.00 0.55
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 942 3421 1482 600 1558 858
v/s Ratio Prot 0.04 0.49 0.19 c0.44
v/s Ratio Perm 0.07 c0.51
v/c Ratio 0.07 0.49 0.49 0.17 0.51 0.79
Uniform Delay, d1 14.7 0.0 32.1 27.7 0.0 25.1
Progression Factor 1.49 1.00 0.85 0.30 1.00 1.00
Incremental Delay, d2 0.0 0.3 1.2 0.6 1.2 5.0
Delay (s) 21.9 0.3 28.3 8.8 1.2 30.1
Level of Service C A C A A C
Approach Delay (s) 1.0 23.2 1.2 30.1
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 11.1 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 64.1% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM without Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 43 2204 973 14 4 32
Future Volume (veh/h) 16 43 2204 973 14 4 32
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 43 2204 973 14 4 32
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 67 3549 4773 69 6 50
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6237 82 174 1391
Grp Volume(v), veh/h 43 2204 670 317 37 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1848 1609 0
Q Serve(g_s), s 3.3 0.0 0.0 0.0 3.2 0.0
Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 3.2 0.0
Prop In Lane 1.00 0.04 0.11 0.86
Lane Grp Cap(c), veh/h 67 3549 3288 1554 57 0
V/C Ratio(X) 0.64 0.62 0.20 0.20 0.64 0.00
Avail Cap(c_a), veh/h 152 3549 3288 1554 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.86 0.86 0.98 0.98 1.00 0.00
Uniform Delay (d), s/veh 63.7 0.0 0.0 0.0 67.1 0.0
Incr Delay (d2), s/veh 8.3 0.7 0.1 0.3 11.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.2 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 72.0 0.7 0.1 0.3 78.5 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2247 987 37
Approach Delay, s/veh 2.1 0.2 78.5
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 131.0 9.0 9.3 121.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.2 5.3 2.0
Green Ext Time (p_c), s 47.4 0.0 0.0 44.9
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM without Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2167 37 12 947 40 69
Future Volume (veh/h) 2167 37 12 947 40 69
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2167 37 12 947 40 69
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3318 57 164 4172 115 102
Arrive On Green 1.00 1.00 0.09 0.88 0.06 0.06
Sat Flow, veh/h 4941 75 1774 5029 1774 1583
Grp Volume(v), veh/h 1288 916 12 947 40 69
Grp Sat Flow(s),veh/h/ln 1304 1850 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 0.9 4.2 3.0 6.0
Cycle Q Clear(g_c), s 0.0 0.0 0.9 4.2 3.0 6.0
Prop In Lane 0.04 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1400 164 4172 115 102
V/C Ratio(X) 0.65 0.65 0.07 0.23 0.35 0.67
Avail Cap(c_a), veh/h 1975 1400 164 4172 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.73 0.73 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 58.0 1.3 62.7 64.0
Incr Delay (d2), s/veh 1.2 1.8 0.2 0.1 1.8 7.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.7 0.4 1.9 1.5 2.8
LnGrp Delay(d),s/veh 1.2 1.8 58.2 1.4 64.5 71.5
LnGrp LOS A A E A E E
Approach Vol, veh/h 2204 959 109
Approach Delay, s/veh 1.5 2.1 68.9
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 17.0 110.0 127.0 13.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 2.9 2.0 6.2 8.0
Green Ext Time (p_c), s 0.6 20.7 5.1 0.2
Intersection Summary
HCM 2010 Ctrl Delay 3.9
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM with Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664
Future Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 700 547 0 358 250 811 815 1678 443
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 775 797 0 329 657 1091 893 1875 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 700 547 0 358 250 811 815 1678 443
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 27.7 19.8 0.0 26.0 9.5 26.0 59.1 57.0 14.8
Cycle Q Clear(g_c), s 27.7 19.8 0.0 26.0 9.5 26.0 59.1 57.0 14.8
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 775 797 0 329 657 1091 893 1875 1154
V/C Ratio(X) 0.90 0.69 0.00 1.09 0.38 0.74 0.91 0.89 0.38
Avail Cap(c_a), veh/h 787 809 0 329 657 1091 893 1875 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.71 0.71 0.71 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 49.7 0.0 65.7 58.0 12.5 31.9 31.4 7.2
Incr Delay (d2), s/veh 13.6 2.4 0.0 67.3 0.3 2.0 15.2 7.1 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 14.6 10.0 0.0 18.9 4.7 32.1 32.5 31.0 12.1
LnGrp Delay(d),s/veh 66.4 52.1 0.0 133.0 58.2 14.5 47.1 38.5 8.1
LnGrp LOS E D F E B D D A
Approach Vol, veh/h 1247 1419 2936
Approach Delay, s/veh 60.1 52.1 36.3
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.5 74.5 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 29.7 61.1 28.0
Green Ext Time (p_c), s 0.8 7.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 45.6
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM with Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664
Future Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 700 547 0 358 250 811 815 1678 443
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 775 797 0 659 346 1091 893 1875 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 700 547 0 358 250 811 815 1678 443
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 27.7 19.8 0.0 13.7 18.5 26.0 59.1 57.0 14.8
Cycle Q Clear(g_c), s 27.7 19.8 0.0 13.7 18.5 26.0 59.1 57.0 14.8
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 775 797 0 659 346 1091 893 1875 1154
V/C Ratio(X) 0.90 0.69 0.00 0.54 0.72 0.74 0.91 0.89 0.38
Avail Cap(c_a), veh/h 787 809 0 659 346 1091 893 1875 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.71 0.71 0.71 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.7 49.7 0.0 59.9 62.2 12.5 31.9 31.4 7.2
Incr Delay (d2), s/veh 13.6 2.4 0.0 0.7 5.3 2.0 15.2 7.1 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 14.6 10.0 0.0 6.8 10.0 32.1 32.5 31.0 12.1
LnGrp Delay(d),s/veh 66.4 52.1 0.0 60.6 67.4 14.5 47.1 38.5 8.1
LnGrp LOS E D E E B D D A
Approach Vol, veh/h 1247 1419 2936
Approach Delay, s/veh 60.1 35.4 36.3
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.5 74.5 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 29.7 61.1 28.0
Green Ext Time (p_c), s 0.8 7.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 41.4
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM with Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 63 1706 0 0 757 266 0 0 818 0 0 699
Future Volume (vph) 63 1706 0 0 757 266 0 0 818 0 0 699
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 63 1706 0 0 757 266 0 0 818 0 0 699
RTOR Reduction (vph) 0 0 0 0 0 162 0 0 0 0 0 17
Lane Group Flow (vph) 63 1706 0 0 757 104 0 0 818 0 0 682
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 76.3 140.0 53.7 53.7 140.0 76.3
Effective Green, g (s) 77.3 140.0 54.7 54.7 140.0 77.3
Actuated g/C Ratio 0.55 1.00 0.39 0.39 1.00 0.55
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 944 3421 1477 598 1558 860
v/s Ratio Prot 0.04 0.50 0.20 c0.44
v/s Ratio Perm 0.07 c0.53
v/c Ratio 0.07 0.50 0.51 0.17 0.53 0.79
Uniform Delay, d1 14.6 0.0 32.5 27.9 0.0 25.0
Progression Factor 1.49 1.00 0.81 0.22 1.00 1.00
Incremental Delay, d2 0.0 0.3 1.3 0.6 1.3 5.1
Delay (s) 21.7 0.3 27.5 6.8 1.3 30.0
Level of Service C A C A A C
Approach Delay (s) 1.0 22.1 1.3 30.0
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 10.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 64.6% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM with Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 43 2258 1007 14 4 32
Future Volume (veh/h) 16 43 2258 1007 14 4 32
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 43 2258 1007 14 4 32
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 67 3549 4776 66 6 50
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6241 79 174 1391
Grp Volume(v), veh/h 43 2258 693 328 37 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1849 1609 0
Q Serve(g_s), s 3.3 0.0 0.0 0.0 3.2 0.0
Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 3.2 0.0
Prop In Lane 1.00 0.04 0.11 0.86
Lane Grp Cap(c), veh/h 67 3549 3288 1554 57 0
V/C Ratio(X) 0.64 0.64 0.21 0.21 0.64 0.00
Avail Cap(c_a), veh/h 152 3549 3288 1554 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.85 0.85 0.98 0.98 1.00 0.00
Uniform Delay (d), s/veh 63.7 0.0 0.0 0.0 67.1 0.0
Incr Delay (d2), s/veh 8.2 0.8 0.1 0.3 11.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.2 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 71.9 0.8 0.1 0.3 78.5 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2301 1021 37
Approach Delay, s/veh 2.1 0.2 78.5
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 131.0 9.0 9.3 121.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.2 5.3 2.0
Green Ext Time (p_c), s 50.7 0.0 0.0 47.7
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2021 PM with Phase1 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2167 91 17 947 75 69
Future Volume (veh/h) 2167 91 17 947 75 69
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2167 91 17 947 75 69
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3226 135 162 4166 117 104
Arrive On Green 1.00 1.00 0.09 0.88 0.07 0.07
Sat Flow, veh/h 4820 178 1774 5029 1774 1583
Grp Volume(v), veh/h 1324 934 17 947 75 69
Grp Sat Flow(s),veh/h/ln 1304 1831 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 1.2 4.3 5.8 6.0
Cycle Q Clear(g_c), s 0.0 0.0 1.2 4.3 5.8 6.0
Prop In Lane 0.10 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1387 162 4166 117 104
V/C Ratio(X) 0.67 0.67 0.10 0.23 0.64 0.66
Avail Cap(c_a), veh/h 1975 1387 162 4166 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.71 0.71 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 58.4 1.3 63.8 63.9
Incr Delay (d2), s/veh 1.3 1.9 0.3 0.1 5.8 7.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.7 0.6 1.9 3.0 2.8
LnGrp Delay(d),s/veh 1.3 1.9 58.6 1.4 69.6 70.9
LnGrp LOS A A E A E E
Approach Vol, veh/h 2258 964 144
Approach Delay, s/veh 1.5 2.5 70.2
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.8 110.0 126.8 13.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 3.2 2.0 6.3 8.0
Green Ext Time (p_c), s 0.4 22.2 5.2 0.3
Intersection Summary
HCM 2010 Ctrl Delay 4.7
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM without Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 707 553 68 361 252 819 0 0 0 1235 783 671
Future Volume (veh/h) 707 553 68 361 252 819 0 0 0 1235 783 671
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 707 553 0 361 252 819 823 1695 447
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 713 733 0 380 758 1120 874 1836 1108
Arrive On Green 0.21 0.21 0.00 0.07 0.07 0.07 0.49 0.49 0.49
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 707 553 0 361 252 819 823 1695 447
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 28.7 20.6 0.0 28.4 9.5 30.0 61.4 59.3 16.5
Cycle Q Clear(g_c), s 28.7 20.6 0.0 28.4 9.5 30.0 61.4 59.3 16.5
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 713 733 0 380 758 1120 874 1836 1108
V/C Ratio(X) 0.99 0.75 0.00 0.95 0.33 0.73 0.94 0.92 0.40
Avail Cap(c_a), veh/h 713 733 0 380 758 1120 874 1836 1108
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.71 0.71 0.71 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.4 52.2 0.0 64.3 55.5 12.3 33.6 33.0 8.8
Incr Delay (d2), s/veh 31.5 4.5 0.0 26.7 0.2 1.8 19.1 9.3 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 16.8 10.5 0.0 16.8 4.7 32.3 34.6 32.7 12.5
LnGrp Delay(d),s/veh 86.9 56.6 0.0 91.0 55.7 14.1 52.7 42.3 9.9
LnGrp LOS F E F E B D D A
Approach Vol, veh/h 1260 1432 2965
Approach Delay, s/veh 73.6 40.8 40.3
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.0 73.0 34.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 28.0 68.0 29.0
Max Q Clear Time (g_c+I1), s 30.7 63.4 32.0
Green Ext Time (p_c), s 0.0 4.2 0.0
Intersection Summary
HCM 2010 Ctrl Delay 47.8
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM without Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 707 553 68 361 252 819 0 0 0 1235 783 671
Future Volume (veh/h) 707 553 68 361 252 819 0 0 0 1235 783 671
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 707 553 0 361 252 819 823 1695 447
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 778 800 0 659 346 1090 891 1872 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 707 553 0 361 252 819 823 1695 447
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 28.0 20.1 0.0 13.8 18.6 26.0 60.3 58.1 14.9
Cycle Q Clear(g_c), s 28.0 20.1 0.0 13.8 18.6 26.0 60.3 58.1 14.9
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 778 800 0 659 346 1090 891 1872 1154
V/C Ratio(X) 0.91 0.69 0.00 0.55 0.73 0.75 0.92 0.91 0.39
Avail Cap(c_a), veh/h 787 809 0 659 346 1090 891 1872 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.71 0.71 0.71 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.8 49.7 0.0 60.0 62.2 12.5 32.3 31.8 7.2
Incr Delay (d2), s/veh 14.3 2.5 0.0 0.7 5.4 2.1 16.5 7.8 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 14.9 10.1 0.0 6.9 10.1 32.4 33.6 31.9 12.2
LnGrp Delay(d),s/veh 67.1 52.2 0.0 60.7 67.7 14.6 48.8 39.6 8.2
LnGrp LOS E D E E B D D A
Approach Vol, veh/h 1260 1432 2965
Approach Delay, s/veh 60.5 35.6 37.4
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.7 74.3 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 30.0 62.3 28.0
Green Ext Time (p_c), s 0.6 6.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 42.1
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM without Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 64 1723 0 0 764 269 0 0 826 0 0 706
Future Volume (vph) 64 1723 0 0 764 269 0 0 826 0 0 706
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 64 1723 0 0 764 269 0 0 826 0 0 706
RTOR Reduction (vph) 0 0 0 0 0 165 0 0 0 0 0 17
Lane Group Flow (vph) 64 1723 0 0 764 104 0 0 826 0 0 689
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 76.9 140.0 53.1 53.1 140.0 76.9
Effective Green, g (s) 77.9 140.0 54.1 54.1 140.0 77.9
Actuated g/C Ratio 0.56 1.00 0.39 0.39 1.00 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 952 3421 1461 591 1558 866
v/s Ratio Prot 0.04 0.50 0.20 c0.44
v/s Ratio Perm 0.07 c0.53
v/c Ratio 0.07 0.50 0.52 0.18 0.53 0.80
Uniform Delay, d1 14.3 0.0 33.0 28.3 0.0 24.7
Progression Factor 1.48 1.00 0.81 0.23 1.00 1.00
Incremental Delay, d2 0.0 0.2 1.3 0.6 1.3 5.1
Delay (s) 21.2 0.2 28.1 7.1 1.3 29.8
Level of Service C A C A A C
Approach Delay (s) 1.0 22.7 1.3 29.8
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 65.1% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM without Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 43 2281 1017 14 4 33
Future Volume (veh/h) 16 43 2281 1017 14 4 33
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 43 2281 1017 14 4 33
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 67 3545 4772 66 6 51
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6241 78 169 1396
Grp Volume(v), veh/h 43 2281 700 331 38 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1849 1608 0
Q Serve(g_s), s 3.3 0.0 0.0 0.0 3.3 0.0
Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 3.3 0.0
Prop In Lane 1.00 0.04 0.11 0.87
Lane Grp Cap(c), veh/h 67 3545 3285 1553 59 0
V/C Ratio(X) 0.64 0.64 0.21 0.21 0.65 0.00
Avail Cap(c_a), veh/h 152 3545 3285 1553 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.85 0.85 0.97 0.97 1.00 0.00
Uniform Delay (d), s/veh 63.7 0.0 0.0 0.0 67.0 0.0
Incr Delay (d2), s/veh 8.2 0.8 0.1 0.3 11.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.3 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 71.9 0.8 0.1 0.3 78.4 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2324 1031 38
Approach Delay, s/veh 2.1 0.2 78.4
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 130.9 9.1 9.3 121.6
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.3 5.3 2.0
Green Ext Time (p_c), s 51.9 0.1 0.0 48.8
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM without Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2188 92 18 956 75 69
Future Volume (veh/h) 2188 92 18 956 75 69
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2188 92 18 956 75 69
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3226 135 162 4166 117 104
Arrive On Green 1.00 1.00 0.09 0.88 0.07 0.07
Sat Flow, veh/h 4819 179 1774 5029 1774 1583
Grp Volume(v), veh/h 1336 944 18 956 75 69
Grp Sat Flow(s),veh/h/ln 1304 1831 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 1.3 4.3 5.8 6.0
Cycle Q Clear(g_c), s 0.0 0.0 1.3 4.3 5.8 6.0
Prop In Lane 0.10 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1387 162 4166 117 104
V/C Ratio(X) 0.68 0.68 0.11 0.23 0.64 0.66
Avail Cap(c_a), veh/h 1975 1387 162 4166 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.70 0.70 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 58.4 1.3 63.8 63.9
Incr Delay (d2), s/veh 1.3 1.9 0.3 0.1 5.8 7.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.7 0.7 1.9 3.0 2.8
LnGrp Delay(d),s/veh 1.3 1.9 58.7 1.5 69.6 70.9
LnGrp LOS A A E A E E
Approach Vol, veh/h 2280 974 144
Approach Delay, s/veh 1.6 2.5 70.2
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.8 110.0 126.8 13.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 3.3 2.0 6.3 8.0
Green Ext Time (p_c), s 0.4 22.7 5.2 0.3
Intersection Summary
HCM 2010 Ctrl Delay 4.8
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM with Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671
Future Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 707 560 0 372 256 829 846 1711 447
Adj No. of Lanes 2 2 0 1 2 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 713 733 0 393 784 1120 862 1810 1097
Arrive On Green 0.21 0.21 0.00 0.07 0.07 0.07 0.49 0.49 0.49
Sat Flow, veh/h 3442 3632 0 1774 3539 1583 1774 3725 1583
Grp Volume(v), veh/h 707 560 0 372 256 829 846 1711 447
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1770 1583 1774 1863 1583
Q Serve(g_s), s 28.7 20.9 0.0 29.2 9.6 30.9 65.6 61.2 16.9
Cycle Q Clear(g_c), s 28.7 20.9 0.0 29.2 9.6 30.9 65.6 61.2 16.9
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 713 733 0 393 784 1120 862 1810 1097
V/C Ratio(X) 0.99 0.76 0.00 0.95 0.33 0.74 0.98 0.95 0.41
Avail Cap(c_a), veh/h 713 733 0 393 784 1120 862 1810 1097
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.70 0.70 0.70 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.4 52.3 0.0 64.1 55.0 12.5 35.4 34.2 9.2
Incr Delay (d2), s/veh 31.5 4.8 0.0 25.4 0.2 1.9 26.6 11.7 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 16.8 10.7 0.0 17.2 4.7 32.7 38.3 34.3 12.6
LnGrp Delay(d),s/veh 86.9 57.1 0.0 89.4 55.1 14.4 62.0 45.9 10.3
LnGrp LOS F E F E B E D B
Approach Vol, veh/h 1267 1457 3004
Approach Delay, s/veh 73.7 40.7 45.1
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.0 72.0 35.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 28.0 67.0 30.0
Max Q Clear Time (g_c+I1), s 30.7 67.6 32.9
Green Ext Time (p_c), s 0.0 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 50.3
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM with Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671
Future Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 707 560 0 372 256 829 846 1711 447
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 778 800 0 659 346 1090 891 1872 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 707 560 0 372 256 829 846 1711 447
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 28.0 20.4 0.0 14.3 18.9 26.0 63.5 59.2 14.9
Cycle Q Clear(g_c), s 28.0 20.4 0.0 14.3 18.9 26.0 63.5 59.2 14.9
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 778 800 0 659 346 1090 891 1872 1154
V/C Ratio(X) 0.91 0.70 0.00 0.56 0.74 0.76 0.95 0.91 0.39
Avail Cap(c_a), veh/h 787 809 0 659 346 1090 891 1872 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.70 0.70 0.70 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.8 49.8 0.0 60.2 62.4 12.5 33.1 32.0 7.2
Incr Delay (d2), s/veh 14.3 2.7 0.0 0.8 5.8 2.2 20.1 8.4 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 14.9 10.3 0.0 7.1 10.3 32.8 36.0 32.6 12.2
LnGrp Delay(d),s/veh 67.1 52.5 0.0 61.0 68.2 14.8 53.2 40.5 8.2
LnGrp LOS E D E E B D D A
Approach Vol, veh/h 1267 1457 3004
Approach Delay, s/veh 60.6 36.0 39.2
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.7 74.3 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 30.0 65.5 28.0
Green Ext Time (p_c), s 0.6 3.3 0.0
Intersection Summary
HCM 2010 Ctrl Delay 43.1
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM with Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 64 1764 0 0 789 280 0 0 843 0 0 706
Future Volume (vph) 64 1764 0 0 789 280 0 0 843 0 0 706
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 64 1764 0 0 789 280 0 0 843 0 0 706
RTOR Reduction (vph) 0 0 0 0 0 172 0 0 0 0 0 15
Lane Group Flow (vph) 64 1764 0 0 789 108 0 0 843 0 0 691
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 77.1 140.0 52.9 52.9 140.0 77.1
Effective Green, g (s) 78.1 140.0 53.9 53.9 140.0 78.1
Actuated g/C Ratio 0.56 1.00 0.38 0.38 1.00 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 954 3421 1455 589 1558 869
v/s Ratio Prot 0.04 0.52 0.21 c0.44
v/s Ratio Perm 0.07 c0.54
v/c Ratio 0.07 0.52 0.54 0.18 0.54 0.80
Uniform Delay, d1 14.2 0.0 33.5 28.5 0.0 24.6
Progression Factor 1.48 1.00 0.78 0.18 1.00 1.00
Incremental Delay, d2 0.0 0.2 1.4 0.7 1.4 5.1
Delay (s) 21.1 0.2 27.6 5.9 1.4 29.7
Level of Service C A C A A C
Approach Delay (s) 1.0 21.9 1.4 29.7
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 65.6% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM with Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 44 2339 1053 14 4 33
Future Volume (veh/h) 16 44 2339 1053 14 4 33
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 44 2339 1053 14 4 33
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 69 3545 4770 63 6 51
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6244 76 169 1396
Grp Volume(v), veh/h 44 2339 724 343 38 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1849 1608 0
Q Serve(g_s), s 3.4 0.0 0.0 0.0 3.3 0.0
Cycle Q Clear(g_c), s 3.4 0.0 0.0 0.0 3.3 0.0
Prop In Lane 1.00 0.04 0.11 0.87
Lane Grp Cap(c), veh/h 69 3545 3282 1552 59 0
V/C Ratio(X) 0.64 0.66 0.22 0.22 0.65 0.00
Avail Cap(c_a), veh/h 152 3545 3282 1552 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.84 0.84 0.97 0.97 1.00 0.00
Uniform Delay (d), s/veh 63.6 0.0 0.0 0.0 67.0 0.0
Incr Delay (d2), s/veh 8.0 0.8 0.2 0.3 11.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.3 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 71.7 0.8 0.2 0.3 78.4 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2383 1067 38
Approach Delay, s/veh 2.1 0.2 78.4
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 130.9 9.1 9.4 121.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.3 5.4 2.0
Green Ext Time (p_c), s 55.5 0.1 0.0 51.8
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2022 PM with Phase2 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2196 142 23 956 112 69
Future Volume (veh/h) 2196 142 23 956 112 69
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2196 142 23 956 112 69
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3147 202 128 4074 151 135
Arrive On Green 1.00 1.00 0.07 0.86 0.09 0.09
Sat Flow, veh/h 4715 267 1774 5029 1774 1583
Grp Volume(v), veh/h 1373 965 23 956 112 69
Grp Sat Flow(s),veh/h/ln 1304 1816 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 1.7 5.0 8.6 5.8
Cycle Q Clear(g_c), s 0.0 0.0 1.7 5.0 8.6 5.8
Prop In Lane 0.15 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1375 128 4074 151 135
V/C Ratio(X) 0.70 0.70 0.18 0.23 0.74 0.51
Avail Cap(c_a), veh/h 1975 1375 128 4074 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.68 0.68 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 61.1 1.8 62.5 61.3
Incr Delay (d2), s/veh 1.4 2.1 0.7 0.1 7.9 3.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.8 0.9 2.2 4.6 2.7
LnGrp Delay(d),s/veh 1.4 2.1 61.7 1.9 70.5 64.3
LnGrp LOS A A E A E E
Approach Vol, veh/h 2338 979 181
Approach Delay, s/veh 1.7 3.3 68.1
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.1 110.0 124.1 15.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 3.7 2.0 7.0 10.6
Green Ext Time (p_c), s 0.2 24.4 5.3 0.3
Intersection Summary
HCM 2010 Ctrl Delay 5.6
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/17/2020 2023 PM without Phase3 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 714 565 69 376 259 838 0 0 0 1281 791 677
Future Volume (veh/h) 714 565 69 376 259 838 0 0 0 1281 791 677
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 714 565 0 376 259 838 854 1728 451
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 781 803 0 659 346 1088 890 1869 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 714 565 0 376 259 838 854 1728 451
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 28.3 20.6 0.0 14.4 19.2 26.0 64.8 60.4 15.1
Cycle Q Clear(g_c), s 28.3 20.6 0.0 14.4 19.2 26.0 64.8 60.4 15.1
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 781 803 0 659 346 1088 890 1869 1154
V/C Ratio(X) 0.91 0.70 0.00 0.57 0.75 0.77 0.96 0.92 0.39
Avail Cap(c_a), veh/h 787 809 0 659 346 1088 890 1869 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.69 0.69 0.69 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.8 49.8 0.0 60.3 62.5 12.6 33.5 32.4 7.2
Incr Delay (d2), s/veh 15.1 2.7 0.0 0.8 6.1 2.4 21.9 9.3 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 15.1 10.4 0.0 7.2 10.5 33.2 37.0 33.4 12.5
LnGrp Delay(d),s/veh 67.8 52.5 0.0 61.1 68.6 15.0 55.4 41.7 8.2
LnGrp LOS E D E E B E D A
Approach Vol, veh/h 1279 1473 3033
Approach Delay, s/veh 61.1 36.2 40.6
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.8 74.2 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 30.3 66.8 28.0
Green Ext Time (p_c), s 0.4 2.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 44.0
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2023 PM without Phase3 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 65 1782 0 0 797 282 0 0 852 0 0 713
Future Volume (vph) 65 1782 0 0 797 282 0 0 852 0 0 713
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 65 1782 0 0 797 282 0 0 852 0 0 713
RTOR Reduction (vph) 0 0 0 0 0 175 0 0 0 0 0 14
Lane Group Flow (vph) 65 1782 0 0 797 107 0 0 852 0 0 699
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 77.7 140.0 52.3 52.3 140.0 77.7
Effective Green, g (s) 78.7 140.0 53.3 53.3 140.0 78.7
Actuated g/C Ratio 0.56 1.00 0.38 0.38 1.00 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 961 3421 1439 582 1558 875
v/s Ratio Prot 0.04 0.52 0.21 c0.45
v/s Ratio Perm 0.07 c0.55
v/c Ratio 0.07 0.52 0.55 0.18 0.55 0.80
Uniform Delay, d1 14.0 0.0 34.0 28.9 0.0 24.3
Progression Factor 1.47 1.00 0.78 0.19 1.00 1.00
Incremental Delay, d2 0.0 0.2 1.5 0.7 1.4 5.1
Delay (s) 20.5 0.2 28.2 6.2 1.4 29.5
Level of Service C A C A A C
Approach Delay (s) 1.0 22.4 1.4 29.5
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 10.7 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 66.2% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/17/2020 2023 PM without Phase3 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 44 2362 1064 14 4 33
Future Volume (veh/h) 16 44 2362 1064 14 4 33
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 44 2362 1064 14 4 33
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 69 3545 4771 63 6 51
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6245 75 169 1396
Grp Volume(v), veh/h 44 2362 732 346 38 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1850 1608 0
Q Serve(g_s), s 3.4 0.0 0.0 0.0 3.3 0.0
Cycle Q Clear(g_c), s 3.4 0.0 0.0 0.0 3.3 0.0
Prop In Lane 1.00 0.04 0.11 0.87
Lane Grp Cap(c), veh/h 69 3545 3282 1552 59 0
V/C Ratio(X) 0.64 0.67 0.22 0.22 0.65 0.00
Avail Cap(c_a), veh/h 152 3545 3282 1552 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.83 0.83 0.97 0.97 1.00 0.00
Uniform Delay (d), s/veh 63.6 0.0 0.0 0.0 67.0 0.0
Incr Delay (d2), s/veh 8.0 0.8 0.2 0.3 11.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.3 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 71.6 0.8 0.2 0.3 78.4 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2406 1078 38
Approach Delay, s/veh 2.1 0.2 78.4
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 130.9 9.1 9.4 121.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.3 5.4 2.0
Green Ext Time (p_c), s 56.8 0.1 0.0 52.9
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/17/2020 2023 PM without Phase3 Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2218 144 23 966 113 70
Future Volume (veh/h) 2218 144 23 966 113 70
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2218 144 23 966 113 70
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3146 203 127 4072 152 136
Arrive On Green 1.00 1.00 0.07 0.86 0.09 0.09
Sat Flow, veh/h 4714 268 1774 5029 1774 1583
Grp Volume(v), veh/h 1387 975 23 966 113 70
Grp Sat Flow(s),veh/h/ln 1304 1815 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 1.7 5.1 8.7 5.9
Cycle Q Clear(g_c), s 0.0 0.0 1.7 5.1 8.7 5.9
Prop In Lane 0.15 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1375 127 4072 152 136
V/C Ratio(X) 0.70 0.71 0.18 0.24 0.74 0.52
Avail Cap(c_a), veh/h 1975 1375 127 4072 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.67 0.67 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 61.1 1.8 62.5 61.2
Incr Delay (d2), s/veh 1.4 2.1 0.7 0.1 8.2 3.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.8 0.9 2.2 4.6 2.7
LnGrp Delay(d),s/veh 1.4 2.1 61.8 1.9 70.7 64.3
LnGrp LOS A A E A E E
Approach Vol, veh/h 2362 989 183
Approach Delay, s/veh 1.7 3.3 68.2
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 14.0 110.0 124.0 16.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 3.7 2.0 7.1 10.7
Green Ext Time (p_c), s 0.2 25.1 5.3 0.3
Intersection Summary
HCM 2010 Ctrl Delay 5.6
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 09/29/2019 2023 PM without project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 714 552 69 355 251 818 0 0 0 1216 791 677
Future Volume (veh/h) 714 552 69 355 251 818 0 0 0 1216 791 677
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 714 552 0 355 251 818 811 1697 451
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 781 803 0 659 346 1088 890 1869 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 714 552 0 355 251 818 811 1697 451
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 28.3 20.0 0.0 13.6 18.5 26.0 58.8 58.4 15.1
Cycle Q Clear(g_c), s 28.3 20.0 0.0 13.6 18.5 26.0 58.8 58.4 15.1
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 781 803 0 659 346 1088 890 1869 1154
V/C Ratio(X) 0.91 0.69 0.00 0.54 0.73 0.75 0.91 0.91 0.39
Avail Cap(c_a), veh/h 787 809 0 659 346 1088 890 1869 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.71 0.71 0.71 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.8 49.6 0.0 59.9 62.2 12.6 32.0 31.9 7.2
Incr Delay (d2), s/veh 15.1 2.4 0.0 0.6 5.3 2.1 15.1 8.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 15.1 10.1 0.0 6.7 10.1 32.4 32.3 32.0 12.5
LnGrp Delay(d),s/veh 67.9 52.0 0.0 60.5 67.5 14.7 47.1 39.9 8.2
LnGrp LOS E D E E B D D A
Approach Vol, veh/h 1266 1424 2959
Approach Delay, s/veh 60.9 35.4 37.1
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.8 74.2 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 30.3 60.8 28.0
Green Ext Time (p_c), s 0.4 7.3 0.0
Intersection Summary
HCM 2010 Ctrl Delay 42.0
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 09/29/2019 2023 PM without project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 65 1704 0 0 748 261 0 0 819 0 0 713
Future Volume (vph) 65 1704 0 0 748 261 0 0 819 0 0 713
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 65 1704 0 0 748 261 0 0 819 0 0 713
RTOR Reduction (vph) 0 0 0 0 0 161 0 0 0 0 0 18
Lane Group Flow (vph) 65 1704 0 0 748 100 0 0 819 0 0 695
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 77.3 140.0 52.7 52.7 140.0 77.3
Effective Green, g (s) 78.3 140.0 53.7 53.7 140.0 78.3
Actuated g/C Ratio 0.56 1.00 0.38 0.38 1.00 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 956 3421 1450 587 1558 871
v/s Ratio Prot 0.04 0.50 0.20 c0.45
v/s Ratio Perm 0.07 c0.53
v/c Ratio 0.07 0.50 0.52 0.17 0.53 0.80
Uniform Delay, d1 14.1 0.0 33.2 28.5 0.0 24.6
Progression Factor 1.48 1.00 0.85 0.30 1.00 1.00
Incremental Delay, d2 0.0 0.2 1.3 0.6 1.3 5.1
Delay (s) 20.9 0.2 29.4 9.2 1.3 29.7
Level of Service C A C A A C
Approach Delay (s) 1.0 24.2 1.3 29.7
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 11.2 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 65.3% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 09/29/2019 2023 PM without project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 44 2250 994 14 4 33
Future Volume (veh/h) 16 44 2250 994 14 4 33
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 44 2250 994 14 4 33
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 69 3545 4766 67 6 51
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6239 80 169 1396
Grp Volume(v), veh/h 44 2250 684 324 38 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1849 1608 0
Q Serve(g_s), s 3.4 0.0 0.0 0.0 3.3 0.0
Cycle Q Clear(g_c), s 3.4 0.0 0.0 0.0 3.3 0.0
Prop In Lane 1.00 0.04 0.11 0.87
Lane Grp Cap(c), veh/h 69 3545 3282 1551 59 0
V/C Ratio(X) 0.64 0.63 0.21 0.21 0.65 0.00
Avail Cap(c_a), veh/h 152 3545 3282 1551 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.85 0.85 0.98 0.98 1.00 0.00
Uniform Delay (d), s/veh 63.6 0.0 0.0 0.0 67.0 0.0
Incr Delay (d2), s/veh 8.2 0.7 0.1 0.3 11.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.2 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 71.8 0.7 0.1 0.3 78.4 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2294 1008 38
Approach Delay, s/veh 2.1 0.2 78.4
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 130.9 9.1 9.4 121.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.3 5.4 2.0
Green Ext Time (p_c), s 49.9 0.1 0.0 47.1
Intersection Summary
HCM 2010 Ctrl Delay 2.4
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 09/29/2019 2023 PM without project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2210 40 13 966 41 70
Future Volume (veh/h) 2210 40 13 966 41 70
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2210 40 13 966 41 70
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3314 60 163 4168 116 103
Arrive On Green 1.00 1.00 0.09 0.88 0.07 0.07
Sat Flow, veh/h 4936 79 1774 5029 1774 1583
Grp Volume(v), veh/h 1315 935 13 966 41 70
Grp Sat Flow(s),veh/h/ln 1304 1849 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 0.9 4.4 3.1 6.1
Cycle Q Clear(g_c), s 0.0 0.0 0.9 4.4 3.1 6.1
Prop In Lane 0.04 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1400 163 4168 116 103
V/C Ratio(X) 0.67 0.67 0.08 0.23 0.35 0.68
Avail Cap(c_a), veh/h 1975 1400 163 4168 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.71 0.71 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 58.2 1.3 62.6 64.0
Incr Delay (d2), s/veh 1.3 1.8 0.2 0.1 1.8 7.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.7 0.5 1.9 1.6 2.9
LnGrp Delay(d),s/veh 1.3 1.8 58.4 1.4 64.4 71.5
LnGrp LOS A A E A E E
Approach Vol, veh/h 2250 979 111
Approach Delay, s/veh 1.5 2.2 68.9
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.9 110.0 126.9 13.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 2.9 2.0 6.4 8.1
Green Ext Time (p_c), s 0.6 21.8 5.3 0.2
Intersection Summary
HCM 2010 Ctrl Delay 4.0
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
1: Bronson Way/SR 169 & Sunset Blvd 01/19/2020
Cedar River Apartments 01/13/2020 2023 PM with project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 714 567 69 387 266 853 0 0 0 1290 791 677
Future Volume (veh/h) 714 567 69 387 266 853 0 0 0 1290 791 677
Number 5 2 12 1 6 16 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863
Adj Flow Rate, veh/h 714 567 0 387 266 853 860 1731 451
Adj No. of Lanes 2 2 0 2 1 1 1 2 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2
Cap, veh/h 781 803 0 659 346 1088 890 1869 1154
Arrive On Green 0.23 0.23 0.00 0.06 0.06 0.06 0.50 0.50 0.50
Sat Flow, veh/h 3442 3632 0 3548 1863 1583 1774 3725 1583
Grp Volume(v), veh/h 714 567 0 387 266 853 860 1731 451
Grp Sat Flow(s),veh/h/ln 1721 1770 0 1774 1863 1583 1774 1863 1583
Q Serve(g_s), s 28.3 20.6 0.0 14.9 19.7 26.0 65.7 60.6 15.1
Cycle Q Clear(g_c), s 28.3 20.6 0.0 14.9 19.7 26.0 65.7 60.6 15.1
Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 781 803 0 659 346 1088 890 1869 1154
V/C Ratio(X) 0.91 0.71 0.00 0.59 0.77 0.78 0.97 0.93 0.39
Avail Cap(c_a), veh/h 787 809 0 659 346 1088 890 1869 1154
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.67 0.67 0.67 1.00 1.00 1.00
Uniform Delay (d), s/veh 52.8 49.8 0.0 60.5 62.8 12.6 33.8 32.5 7.2
Incr Delay (d2), s/veh 15.1 2.8 0.0 0.9 7.0 2.6 23.1 9.4 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 15.1 10.4 0.0 7.4 10.8 33.9 37.7 33.5 12.5
LnGrp Delay(d),s/veh 67.8 52.6 0.0 61.4 69.7 15.2 56.8 41.9 8.2
LnGrp LOS E D E E B E D A
Approach Vol, veh/h 1281 1506 3042
Approach Delay, s/veh 61.1 36.7 41.1
Approach LOS E D D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 35.8 74.2 30.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 31.0 69.0 25.0
Max Q Clear Time (g_c+I1), s 30.3 67.7 28.0
Green Ext Time (p_c), s 0.5 1.3 0.0
Intersection Summary
HCM 2010 Ctrl Delay 44.4
HCM 2010 LOS D
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM Signalized Intersection Capacity Analysis
2: I-405 NB Off-Ramp & SR 169 01/19/2020
Cedar River Apartments 01/13/2020 2023 PM with project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 65 1973 0 0 830 295 0 0 857 0 0 713
Future Volume (vph) 65 1973 0 0 830 295 0 0 857 0 0 713
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.85 0.86 0.86
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1711 3421 3781 1531 1558 1558
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1711 3421 3781 1531 1558 1558
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj. Flow (vph) 65 1973 0 0 830 295 0 0 857 0 0 713
RTOR Reduction (vph) 0 0 0 0 0 183 0 0 0 0 0 12
Lane Group Flow (vph) 65 1973 0 0 830 112 0 0 857 0 0 701
Turn Type Prot NA NA Perm Free Over
Protected Phases 5 2 6 5
Permitted Phases 6 Free
Actuated Green, G (s) 78.0 140.0 52.0 52.0 140.0 78.0
Effective Green, g (s) 79.0 140.0 53.0 53.0 140.0 79.0
Actuated g/C Ratio 0.56 1.00 0.38 0.38 1.00 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 965 3421 1431 579 1558 879
v/s Ratio Prot 0.04 c0.58 0.22 c0.45
v/s Ratio Perm 0.07 0.55
v/c Ratio 0.07 0.58 0.58 0.19 0.55 0.80
Uniform Delay, d1 13.8 0.0 34.6 29.2 0.0 24.2
Progression Factor 1.43 1.00 0.76 0.15 1.00 1.00
Incremental Delay, d2 0.0 0.4 1.7 0.7 1.4 5.1
Delay (s) 19.7 0.4 27.9 5.1 1.4 29.2
Level of Service B A C A A C
Approach Delay (s) 1.0 21.9 1.4 29.2
Approach LOS A C A C
Intersection Summary
HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0
Intersection Capacity Utilization 66.9% ICU Level of Service C
Analysis Period (min) 15
Description: SR 169/I-405 NB On-Ramp
c Critical Lane Group
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
3: SR 169 & Shari's Driveway 01/19/2020
Cedar River Apartments 01/13/2020 2023 PM with project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 16 44 2377 1110 14 4 33
Future Volume (veh/h) 16 44 2377 1110 14 4 33
Number 5 2 6 16 7 14
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1863 1863 1900 1863 1900
Adj Flow Rate, veh/h 44 2377 1110 14 4 33
Adj No. of Lanes 1 3 4 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 69 3545 4774 60 6 51
Arrive On Green 0.08 1.00 1.00 1.00 0.04 0.03
Sat Flow, veh/h 1774 4471 6249 72 169 1396
Grp Volume(v), veh/h 44 2377 763 361 38 0
Grp Sat Flow(s),veh/h/ln 1774 1304 1304 1850 1608 0
Q Serve(g_s), s 3.4 0.0 0.0 0.0 3.3 0.0
Cycle Q Clear(g_c), s 3.4 0.0 0.0 0.0 3.3 0.0
Prop In Lane 1.00 0.04 0.11 0.87
Lane Grp Cap(c), veh/h 69 3545 3282 1552 59 0
V/C Ratio(X) 0.64 0.67 0.23 0.23 0.65 0.00
Avail Cap(c_a), veh/h 152 3545 3282 1552 195 0
HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 0.80 0.80 0.95 0.95 1.00 0.00
Uniform Delay (d), s/veh 63.6 0.0 0.0 0.0 67.0 0.0
Incr Delay (d2), s/veh 7.7 0.8 0.2 0.3 11.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.3 0.0 0.1 1.6 0.0
LnGrp Delay(d),s/veh 71.3 0.8 0.2 0.3 78.4 0.0
LnGrp LOS E A A A E
Approach Vol, veh/h 2421 1124 38
Approach Delay, s/veh 2.1 0.2 78.4
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 130.9 9.1 9.4 121.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0
Max Q Clear Time (g_c+I1), s 2.0 5.3 5.4 2.0
Green Ext Time (p_c), s 58.9 0.1 0.0 54.6
Intersection Summary
HCM 2010 Ctrl Delay 2.3
HCM 2010 LOS A
Notes
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
HCM 2010 Signalized Intersection Summary
4: Cedar River Park Dr & SR 169 01/19/2020
Cedar River Apartments 01/13/2020 2023 PM with project with Int1 Imps no ETL Synchro 9 Light Report
BPJ; William Popp Associates
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2222 155 38 964 159 74
Future Volume (veh/h) 2222 155 38 964 159 74
Number 2 12 1 6 3 18
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1900 1863 1863 1863 1863
Adj Flow Rate, veh/h 2222 155 38 964 159 74
Adj No. of Lanes 3 0 1 3 1 1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3130 217 83 3955 195 174
Arrive On Green 1.00 1.00 0.05 0.83 0.11 0.11
Sat Flow, veh/h 4692 286 1774 5029 1774 1583
Grp Volume(v), veh/h 1396 981 38 964 159 74
Grp Sat Flow(s),veh/h/ln 1304 1812 1774 1583 1774 1583
Q Serve(g_s), s 0.0 0.0 2.9 6.0 12.3 6.1
Cycle Q Clear(g_c), s 0.0 0.0 2.9 6.0 12.3 6.1
Prop In Lane 0.16 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1975 1372 83 3955 195 174
V/C Ratio(X) 0.71 0.71 0.46 0.24 0.81 0.42
Avail Cap(c_a), veh/h 1975 1372 83 3955 215 192
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.67 0.67 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 65.0 2.5 60.9 58.1
Incr Delay (d2), s/veh 1.5 2.2 3.8 0.1 19.3 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.8 1.5 2.6 7.1 2.8
LnGrp Delay(d),s/veh 1.5 2.2 68.8 2.6 80.2 59.8
LnGrp LOS A A E A F E
Approach Vol, veh/h 2377 1002 233
Approach Delay, s/veh 1.7 5.1 73.7
Approach LOS A A E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.6 110.0 120.6 19.4
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 4.0 105.0 114.0 16.0
Max Q Clear Time (g_c+I1), s 4.9 2.0 8.0 14.3
Green Ext Time (p_c), s 0.0 25.6 5.4 0.2
Intersection Summary
HCM 2010 Ctrl Delay 7.3
HCM 2010 LOS A
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX D
SIM TRAFFIC ANALYSES (DELAYS AND QUEUES)
AM and PM PEAK HOUR SIMULATION SCENARIOS
• Year 2023 without project without any network improvements
• Year 2023 with and without project with dual WB lane at Intersection 1 and NB
(HOV by-pass) and SB ramp improvements (two GP continuous plus one
shoulder lane when metered)
• Year 2023 with and without project plus I-405 ETL project completion
• Year 2023 with and without project queue simulation east end at Int4.
• Year 2029 with and without project including network improvements noted plus
I-405 ETL project completion.
• Year 2029 with and without project queue simulation east end at Int4.
• Year 2029 with project queue test with dual NB left with shared right at
Intersection 4.
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX D
AM PEAK HOUR PORTION
SIM TRAFFIC ANALYSES (DELAYS AND QUEUES)
AM PEAK HOUR
1. Year 2023 without project without any network improvements
2. Year 2023 without project with dual WB lane at Intersection 1 and NB (HOV by-
pass) and SB ramp improvements (two GP continuous plus one shoulder lane
when metered)
3. same as #2 with full project
4. same as #2 plus I-405 ETL project completion
5. same as #4 with full project
6. same as #4 with queue test east end (eliminate bend/merge nodes and driveway).
7. same as #6 with full project
8. same as #7 with modified Intersection 4 for dual NB left with shared right
9. Year 2029 without project including network improvements noted above in #2
plus I-405 ETL project completion.
10. same as #9 with queue test east end
11. same as #9 with full project
12. same as #11 with queue test east end
13. same as #12 with queue test east end plus dual NB left with shared right at
Intersection 4.
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- without project (without Int1 Imp or ETL)01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 2.2 2.5 4.0 49.8 24.3 25.4 1148.7 1159.8 1164.6 478.3
Total Del/Veh (s) 699.6 76.3 6.9 86.7 19.2 16.1 624.1 597.6 109.0 224.9
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.1 0.0 0.3 0.0 0.0 0.1
Total Del/Veh (s) 50.7 3.0 31.5 58.1 3.3 8.4 40.2 31.0
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 1.6 0.2 0.0 0.0 0.1 0.1 0.1
Total Del/Veh (s) 94.5 94.8 7.2 77.6 55.8 45.6 54.7 61.1
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 4.0 0.0
Total Del/Veh (s) 5.1 1.1 95.7 40.5 62.3 4.5 32.8
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 0.8 0.3 14.3 3.2 11.1
Total Zone Performance
Denied Del/Veh (s) 687.2
Total Del/Veh (s) 1911.7
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project (without Int1 Imp or ETL)01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L T T R L LT TR R
Maximum Queue (ft) 1857 1828 1535 1208 325 404 189 352 585 1313 1316 1308
Average Queue (ft) 1072 1047 317 143 322 379 109 212 526 1288 1288 1280
95th Queue (ft) 1944 1909 1328 810 351 447 169 358 788 1299 1303 1347
Link Distance (ft) 1917 1917 1917 1917 340 340 340 1272 1272 1272
Upstream Blk Time (%) 6 5 3 0 8 55 1 98 94 61
Queuing Penalty (veh) 0 0 0 0 0 432 7 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 74 0 0 94
Queuing Penalty (veh) 229 1 0 129
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB NB SB
Directions Served L T T T T T R R R
Maximum Queue (ft) 36 22 22 254 230 250 246 59 568
Average Queue (ft) 7 1 2 243 86 162 173 5 249
95th Queue (ft) 27 20 23 254 195 294 321 63 437
Link Distance (ft) 340 340 239 239 239 239 450 692
Upstream Blk Time (%) 51 0 6 23 0
Queuing Penalty (veh) 287 2 34 126 1
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 186 168 171 92 662 195 592 150 139
Average Queue (ft) 108 23 26 6 639 65 368 113 54
95th Queue (ft) 188 122 113 60 780 154 787 203 113
Link Distance (ft) 239 239 239 646 646 646 391
Upstream Blk Time (%) 1 1 0 46 10
Queuing Penalty (veh) 3 3 0 328 69
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 4 1 11 35
Queuing Penalty (veh) 10 1 57 186
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project (without Int1 Imp or ETL)01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 177 193 66 224 377 307 298 86 31
Average Queue (ft) 20 31 5 34 358 71 159 34 6
95th Queue (ft) 94 111 35 155 455 281 421 73 25
Link Distance (ft) 646 646 646 362 362 362 588
Upstream Blk Time (%) 48 1 10
Queuing Penalty (veh) 340 5 69
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 81
Queuing Penalty (veh) 10
Intersection: 5: Site East Access & SR 169
Movement WB WB WB B8 B8 NB
Directions Served T T T T T R
Maximum Queue (ft) 181 74 99 9015 9041 31
Average Queue (ft) 141 8 46 4016 3958 15
95th Queue (ft) 202 57 159 8888 8966 39
Link Distance (ft) 76 76 76 25215 25215 378
Upstream Blk Time (%) 77 1 18
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2330
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- without project with Int1 imp no ETL 01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 10.1 4.8 3.3 700.6 712.7 717.9 282.3
Total Del/Veh (s) 69.0 54.4 4.0 117.9 41.4 19.3 345.7 621.1 123.8 156.9
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.1 0.0 0.1 0.0 0.3 0.0 0.0 0.1
Total Del/Veh (s) 27.7 5.1 32.1 53.3 2.9 33.5 95.7 41.3
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.1 0.0 0.0 0.0 74.7 10.0 0.3
Total Del/Veh (s) 130.0 80.0 7.5 64.6 35.9 167.0 160.0 54.4
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.2 3.8 0.0
Total Del/Veh (s) 3.3 1.1 81.8 32.1 65.5 4.3 25.8
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 0.8 0.4 11.2 3.5 8.6
Total Zone Performance
Denied Del/Veh (s) 413.2
Total Del/Veh (s) 2003.2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project with Int1 imp no ETL 01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 296 288 128 133 325 363 361 361 585 1322 1314 1313
Average Queue (ft) 200 189 59 44 312 344 279 241 557 1253 1250 1235
95th Queue (ft) 282 277 107 103 351 375 393 397 748 1478 1475 1502
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 37 7 3 84 86 56
Queuing Penalty (veh) 0 290 56 21 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 20 48 0 93
Queuing Penalty (veh) 141 199 1 128
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB NB SB
Directions Served L T T T T T R R R
Maximum Queue (ft) 54 31 41 251 250 248 251 58 750
Average Queue (ft) 10 4 4 242 120 149 167 2 493
95th Queue (ft) 36 38 41 249 244 282 312 40 907
Link Distance (ft) 340 340 239 239 239 239 450 692
Upstream Blk Time (%) 50 2 6 17 26
Queuing Penalty (veh) 281 12 31 93 147
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 175 225 220 147 677 422 653 150 184
Average Queue (ft) 115 33 40 15 633 94 288 117 82
95th Queue (ft) 191 159 158 96 771 252 633 200 252
Link Distance (ft) 239 239 239 646 646 646 391
Upstream Blk Time (%) 4 3 0 42 2 6
Queuing Penalty (veh) 8 6 1 296 15 0
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 7 4 10 21
Queuing Penalty (veh) 15 4 53 111
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project with Int1 imp no ETL 01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 138 156 47 186 380 381 279 101 30
Average Queue (ft) 23 30 7 32 338 194 66 35 5
95th Queue (ft) 79 94 30 148 499 431 228 80 23
Link Distance (ft) 646 646 646 362 362 362 588
Upstream Blk Time (%) 46 4 0
Queuing Penalty (veh) 325 26 2
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 70
Queuing Penalty (veh) 9
Intersection: 5: Site East Access & SR 169
Movement WB WB WB B8 B8 NB
Directions Served T T T T T R
Maximum Queue (ft) 181 121 29 7634 7664 31
Average Queue (ft) 130 8 4 3244 3275 15
95th Queue (ft) 213 50 36 7455 7497 39
Link Distance (ft) 76 76 76 24900 24900 378
Upstream Blk Time (%) 68 1 0
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2273
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- with project with Int1 imp no ETL 01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 9.4 6.5 7.1 725.4 709.1 697.3 282.5
Total Del/Veh (s) 66.2 54.8 3.2 122.4 39.4 20.1 347.2 615.7 109.4 155.2
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.1 0.0 7.4 0.0 0.0 0.9
Total Del/Veh (s) 32.4 29.0 31.2 73.8 20.4 33.6 88.0 45.1
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.2 0.5 0.0
Total Del/Veh (s) 269.1 162.4 13.9 77.5 71.6 100.5 123.1 67.4
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.2 3.9 0.0
Total Del/Veh (s) 9.5 3.0 108.1 42.6 74.4 5.8 37.0
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 1.5 0.8 13.4 3.3 10.6
Total Zone Performance
Denied Del/Veh (s) 397.6
Total Del/Veh (s) 1959.6
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project with Int1 imp no ETL 01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 309 282 132 120 325 360 366 362 585 1314 1314 1324
Average Queue (ft) 197 188 61 44 316 344 275 253 562 1243 1234 1218
95th Queue (ft) 277 264 109 93 345 372 408 399 730 1504 1513 1537
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 39 7 3 83 83 55
Queuing Penalty (veh) 0 317 57 20 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 22 52 0 93
Queuing Penalty (veh) 162 222 1 149
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB NB SB
Directions Served L T T T T T R R R
Maximum Queue (ft) 94 189 187 253 242 251 254 233 778
Average Queue (ft) 12 33 35 242 114 175 210 55 464
95th Queue (ft) 52 174 178 261 235 297 322 295 853
Link Distance (ft) 340 340 239 239 239 239 450 692
Upstream Blk Time (%) 1 1 46 1 9 30 8 18
Queuing Penalty (veh) 2 2 273 6 56 176 0 98
Storage Bay Dist (ft) 150
Storage Blk Time (%) 7
Queuing Penalty (veh) 1
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 188 224 213 221 663 318 664 150 180
Average Queue (ft) 135 84 86 62 638 89 495 130 77
95th Queue (ft) 223 274 275 256 760 230 849 205 200
Link Distance (ft) 239 239 239 646 646 646 391
Upstream Blk Time (%) 16 17 8 37 0 11 1
Queuing Penalty (veh) 40 42 21 279 0 85 0
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 30 18 14 46
Queuing Penalty (veh) 74 17 77 258
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project with Int1 imp no ETL 01/18/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 240 267 205 225 380 382 382 264 69
Average Queue (ft) 59 76 30 77 342 219 217 138 9
95th Queue (ft) 181 198 139 229 479 462 459 239 45
Link Distance (ft) 646 646 646 362 362 362 588
Upstream Blk Time (%) 44 4 11
Queuing Penalty (veh) 310 31 76
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 71 6 0
Queuing Penalty (veh) 23 1 0
Intersection: 5: Site East Access & SR 169
Movement WB WB WB B8 B8 NB
Directions Served T T T T T R
Maximum Queue (ft) 182 129 152 8123 8147 31
Average Queue (ft) 128 18 50 3321 3344 15
95th Queue (ft) 217 82 159 7951 7990 40
Link Distance (ft) 76 76 76 25153 25153 378
Upstream Blk Time (%) 66 1 17
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 2877
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- without project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 1.9 1.2 1.9 0.6 0.2 0.2 1.0
Total Del/Veh (s) 92.6 52.6 3.5 45.7 27.8 25.3 36.0 47.6 10.0 39.5
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0
Total Del/Veh (s) 10.2 1.5 19.3 4.1 2.4 78.3 161.8 34.6
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.3 4.0 0.1
Total Del/Veh (s) 63.6 60.3 4.7 12.1 7.9 88.4 69.4 13.1
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 4.4 0.0
Total Del/Veh (s) 4.5 1.0 50.8 2.4 43.4 4.7 3.6
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 0.8 0.7 0.5 3.3 0.6
Total Zone Performance
Denied Del/Veh (s) 1.7
Total Del/Veh (s) 1138.2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 338 340 120 101 314 353 353 359 443 523 472 420
Average Queue (ft) 235 228 57 38 219 245 224 285 242 361 354 188
95th Queue (ft) 356 350 101 83 298 324 332 402 396 482 462 470
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 1 4
Queuing Penalty (veh) 0 1 7 30
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 1 2 0
Queuing Penalty (veh) 6 10 0
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB WB WB WB WB SB
Directions Served L T T T T R R
Maximum Queue (ft) 36 6 245 236 245 116 808
Average Queue (ft) 9 0 211 100 185 56 688
95th Queue (ft) 32 4 278 197 284 97 969
Link Distance (ft) 340 229 229 229 229 692
Upstream Blk Time (%) 11 0 8 52
Queuing Penalty (veh) 60 1 44 290
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 171 202 129 52 454 179 547 150 203 51
Average Queue (ft) 104 22 26 7 216 63 169 97 52 39
95th Queue (ft) 170 109 83 34 387 137 387 185 160 57
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 1 1 9 1 6 49
Queuing Penalty (veh) 2 1 49 4 4 1
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 174 194 131 72 154 88 170 95 29
Average Queue (ft) 26 39 12 16 45 17 59 32 5
95th Queue (ft) 111 130 65 48 116 55 142 73 22
Link Distance (ft) 641 641 641 356 356 356 587
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Site East Access & SR 169
Movement NB
Directions Served R
Maximum Queue (ft) 40
Average Queue (ft) 13
95th Queue (ft) 38
Link Distance (ft) 378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 511
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- with project 01/16/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 7.6 6.8 7.7 0.6 0.2 0.2 3.9
Total Del/Veh (s) 79.3 50.8 4.0 49.8 31.9 29.5 37.3 53.8 11.9 41.8
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 0.0 4.4 0.6
Total Del/Veh (s) 14.2 1.6 22.8 4.6 2.5 107.3 211.9 40.7
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 40.6 53.2 1.0
Total Del/Veh (s) 84.2 73.4 7.1 22.4 20.1 472.9 493.9 29.2
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 3.7 0.0
Total Del/Veh (s) 9.1 3.9 69.4 7.9 101.3 39.0 13.6
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 1.3 1.0 1.3 3.1 1.3
Total Zone Performance
Denied Del/Veh (s) 7.7
Total Del/Veh (s) 1517.3
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project 01/16/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 317 312 112 122 316 344 353 361 538 604 730 543
Average Queue (ft) 215 205 56 47 247 282 257 323 301 407 409 260
95th Queue (ft) 310 299 101 98 330 364 360 407 491 562 631 559
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 4 1 7
Queuing Penalty (veh) 0 34 12 54
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 3 11 1
Queuing Penalty (veh) 25 47 2
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 40 5 5 244 234 249 138 815
Average Queue (ft) 8 0 0 217 96 218 67 771
95th Queue (ft) 31 4 3 282 195 281 115 864
Link Distance (ft) 340 340 229 229 229 229 692
Upstream Blk Time (%) 18 0 20 77
Queuing Penalty (veh) 106 2 119 426
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 170 177 167 78 518 269 616 150 364 50
Average Queue (ft) 113 51 62 25 294 90 360 116 209 41
95th Queue (ft) 179 142 145 68 523 194 694 199 446 58
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 0 0 1 3 18
Queuing Penalty (veh) 0 0 5 20 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 1 1 22 2 5 83
Queuing Penalty (veh) 2 1 128 12 3 2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project 01/16/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 151 168 106 117 293 185 331 303 109
Average Queue (ft) 62 82 38 38 128 58 181 172 16
95th Queue (ft) 135 152 86 92 244 155 340 352 95
Link Distance (ft) 641 641 641 356 356 356 587
Upstream Blk Time (%) 0 2
Queuing Penalty (veh) 0 18
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 1 15 0
Queuing Penalty (veh) 1 1 0
Intersection: 5: Site East Access & SR 169
Movement WB WB WB B8 B8 NB
Directions Served T T T T T R
Maximum Queue (ft) 6 21 60 183 230 40
Average Queue (ft) 0 1 16 24 39 14
95th Queue (ft) 4 17 90 237 311 39
Link Distance (ft) 83 83 83 6508 6508 378
Upstream Blk Time (%) 0 3
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1021
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- without project -- Queue test Int4 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 4.4 1.5 4.4 0.6 0.2 0.2 2.0
Total Del/Veh (s) 84.2 53.5 3.5 47.9 27.7 26.7 35.0 47.0 10.1 39.3
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 0.0 1.3 0.2
Total Del/Veh (s) 11.4 1.4 20.4 4.4 2.4 74.0 155.1 34.1
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.3 16.0 0.3
Total Del/Veh (s) 69.3 60.9 5.4 18.6 17.1 185.2 142.0 19.2
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR SBR All
Denied Del/Veh (s) 0.0 0.0 2.1 1.7 0.1 4.5 0.1 1.3
Total Del/Veh (s) 5.1 3.7 65.1 17.6 81.8 5.7 28.4 15.8
Total Zone Performance
Denied Del/Veh (s) 2.9
Total Del/Veh (s) 435.9
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project -- Queue test Int4 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 327 316 121 117 320 336 344 363 448 518 511 474
Average Queue (ft) 224 211 57 35 231 253 225 305 245 361 352 182
95th Queue (ft) 326 313 103 85 316 336 329 402 421 491 485 474
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 1 0 5
Queuing Penalty (veh) 0 8 3 36
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 1 4 0
Queuing Penalty (veh) 9 18 0
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB WB WB WB WB SB
Directions Served L T T T R R
Maximum Queue (ft) 45 247 236 248 148 801
Average Queue (ft) 8 212 106 199 63 663
95th Queue (ft) 34 280 216 294 113 948
Link Distance (ft) 229 229 229 229 692
Upstream Blk Time (%) 13 1 12 47
Queuing Penalty (veh) 75 4 66 262
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 160 160 162 83 527 267 609 150 181 50
Average Queue (ft) 107 20 22 21 279 77 245 102 63 38
95th Queue (ft) 165 98 94 65 563 185 558 188 233 56
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 0 0 4 1 5
Queuing Penalty (veh) 0 0 27 5 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 0 1 14 1 4 49
Queuing Penalty (veh) 1 1 78 7 2 1
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- without project -- Queue test Int4 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB SB
Directions Served T T TR L T T TR L R LTR
Maximum Queue (ft) 151 182 198 90 460 403 275 147 31 18
Average Queue (ft) 20 26 38 13 135 103 101 45 5 1
95th Queue (ft) 84 107 127 52 618 602 278 116 24 10
Link Distance (ft) 641 641 641 3818 3818 587 274
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 500 200
Storage Blk Time (%) 6 0 0 1
Queuing Penalty (veh) 1 0 3 0
Zone Summary
Zone wide Queuing Penalty: 609
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- with project - Q test Int4 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 11.8 9.2 11.6 0.6 0.2 0.2 5.8
Total Del/Veh (s) 85.7 51.8 3.6 48.0 28.8 30.6 38.3 50.7 11.2 41.2
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.1 0.0 0.3 0.0 2.5 0.4
Total Del/Veh (s) 9.9 1.6 23.6 4.7 2.5 101.3 199.6 39.4
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 78.6 171.3 2.9
Total Del/Veh (s) 97.0 96.2 7.9 26.1 25.9 503.7 805.4 35.6
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT WBR NBL NBR SBR All
Denied Del/Veh (s) 0.0 0.0 1.5 1.3 1.0 0.3 3.9 0.1 1.0
Total Del/Veh (s) 10.4 8.0 78.5 25.1 13.8 89.0 25.7 64.3 25.6
Total Zone Performance
Denied Del/Veh (s) 7.8
Total Del/Veh (s) 531.9
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project - Q test Int4 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 334 337 118 109 305 328 343 363 478 570 563 479
Average Queue (ft) 220 210 62 42 238 258 241 332 263 382 380 242
95th Queue (ft) 327 323 105 89 306 320 341 398 443 527 520 516
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 1 7
Queuing Penalty (veh) 0 0 4 57
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 1 3 1
Queuing Penalty (veh) 9 12 1
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB WB WB WB WB SB
Directions Served L T T T T R R
Maximum Queue (ft) 46 6 245 231 248 124 806
Average Queue (ft) 7 1 210 86 219 68 749
95th Queue (ft) 30 7 283 182 282 116 918
Link Distance (ft) 340 229 229 229 229 692
Upstream Blk Time (%) 18 0 25 70
Queuing Penalty (veh) 110 1 149 389
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 180 210 200 166 567 270 658 150 410 51
Average Queue (ft) 125 65 57 59 341 115 428 121 269 39
95th Queue (ft) 190 174 142 126 582 226 766 201 475 55
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 0 0 0 1 4 34
Queuing Penalty (veh) 1 1 0 4 32 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 4 2 25 3 12 93
Queuing Penalty (veh) 9 2 144 18 7 3
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project - Q test Int4 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB SB
Directions Served T T TR L T T TR L R LTR
Maximum Queue (ft) 141 176 208 129 410 648 492 366 70 18
Average Queue (ft) 47 67 91 38 155 149 249 172 10 2
95th Queue (ft) 109 137 161 87 322 528 498 328 65 12
Link Distance (ft) 641 641 641 5558 5558 587 129
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 500 200
Storage Blk Time (%) 3 0 4 14
Queuing Penalty (veh) 1 0 28 1
Zone Summary
Zone wide Queuing Penalty: 983
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 AM -- with project with dual NBLT Int4 01/20/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 4.8 1.8 3.5 0.6 0.2 0.2 1.9
Total Del/Veh (s) 81.4 53.5 3.7 46.9 29.9 25.0 38.3 50.3 10.5 39.6
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBT SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 0.0 2.0 0.3
Total Del/Veh (s) 13.0 1.5 20.1 4.4 2.6 80.5 165.9 34.7
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 26.6 36.2 0.7
Total Del/Veh (s) 76.3 67.4 5.5 15.7 9.2 193.7 178.3 18.0
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT WBR NBL NBR SBR All
Denied Del/Veh (s) 0.0 0.0 1.7 1.3 1.9 1.7 0.3 1.0
Total Del/Veh (s) 6.9 6.6 75.9 17.2 23.4 61.0 41.8 17.8
Total Zone Performance
Denied Del/Veh (s) 3.0
Total Del/Veh (s) 432.6
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project with dual NBLT Int4 01/20/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 342 332 120 116 313 341 344 358 451 538 506 453
Average Queue (ft) 218 207 58 41 227 261 260 290 256 380 372 225
95th Queue (ft) 317 308 102 87 292 335 358 401 424 512 492 497
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 1 3
Queuing Penalty (veh) 0 4 10 23
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 0 2 0
Queuing Penalty (veh) 1 10 0
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB WB WB WB WB SB
Directions Served L T T T R R
Maximum Queue (ft) 56 245 222 247 138 810
Average Queue (ft) 10 209 92 196 66 717
95th Queue (ft) 37 275 179 285 112 948
Link Distance (ft) 229 229 229 229 692
Upstream Blk Time (%) 11 0 13 56
Queuing Penalty (veh) 67 1 78 313
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 175 196 157 121 479 217 576 150 237 55
Average Queue (ft) 111 33 32 39 249 83 250 115 98 40
95th Queue (ft) 181 121 110 101 441 165 544 195 286 57
Link Distance (ft) 229 229 229 640 640 640 390
Upstream Blk Time (%) 0 0 0 1 8
Queuing Penalty (veh) 0 0 1 5 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 1 1 14 2 5 62
Queuing Penalty (veh) 4 1 80 9 3 2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 AM -- with project with dual NBLT Int4 01/20/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB SB
Directions Served T T TR L T T TR L LTR LTR
Maximum Queue (ft) 146 159 192 99 227 112 332 144 175 6
Average Queue (ft) 29 46 71 34 101 44 136 60 97 0
95th Queue (ft) 95 120 150 74 197 97 264 118 160 4
Link Distance (ft) 640 640 640 5558 5558 586 129
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 500 200
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Zone Summary
Zone wide Queuing Penalty: 613
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 AM -- without project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 4.9 4.4 4.9 0.7 0.3 0.2 2.5
Total Del/Veh (s) 112.9 53.9 3.3 50.8 29.4 28.3 38.6 52.8 11.9 44.7
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 59.2 7.8
Total Del/Veh (s) 11.5 1.8 21.7 4.4 2.7 213.0 40.9
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 249.4 253.5 5.2
Total Del/Veh (s) 92.0 87.1 6.9 22.0 15.0 704.1 466.6 28.7
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 4.2 0.0
Total Del/Veh (s) 6.5 2.0 50.0 6.3 47.1 4.5 7.0
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 1.1 0.7 1.5 4.0 1.4
Total Zone Performance
Denied Del/Veh (s) 18.6
Total Del/Veh (s) 1651.4
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- without project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 387 377 131 124 314 342 353 362 510 568 712 529
Average Queue (ft) 272 261 62 38 254 281 245 312 277 402 408 271
95th Queue (ft) 393 382 109 90 338 362 358 407 461 536 621 544
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 5 2 5 0
Queuing Penalty (veh) 0 39 13 44 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 3 12 0
Queuing Penalty (veh) 25 54 1
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB NB SB
Directions Served L T T T T T R R R
Maximum Queue (ft) 61 18 14 245 218 246 142 37 812
Average Queue (ft) 10 1 1 212 94 198 62 1 783
95th Queue (ft) 37 13 14 283 187 295 111 26 802
Link Distance (ft) 340 340 229 229 229 229 450 692
Upstream Blk Time (%) 16 0 15 81
Queuing Penalty (veh) 96 1 89 448
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 193 219 201 119 517 282 586 150 294 51
Average Queue (ft) 123 57 65 21 320 99 341 121 185 40
95th Queue (ft) 185 175 164 84 596 218 676 199 446 59
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 1 1 0 2 2 26
Queuing Penalty (veh) 2 2 1 19 17 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 3 3 19 2 4 73
Queuing Penalty (veh) 8 3 108 12 3 2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- without project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 203 222 134 91 209 205 300 99 31
Average Queue (ft) 41 56 14 19 86 36 123 34 8
95th Queue (ft) 150 163 74 68 236 145 306 73 30
Link Distance (ft) 641 641 641 356 356 356 587
Upstream Blk Time (%) 2 0 2
Queuing Penalty (veh) 15 1 12
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 4
Queuing Penalty (veh) 1
Intersection: 5: Site East Access & SR 169
Movement WB WB WB B8 B8 NB
Directions Served T T T T T R
Maximum Queue (ft) 38 35 95 235 411 18
Average Queue (ft) 9 7 16 21 52 1
95th Queue (ft) 71 44 92 175 338 10
Link Distance (ft) 83 83 83 6508 6508 378
Upstream Blk Time (%) 3 0 3
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1014
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 AM -- without project - Q test 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 6.3 7.3 7.3 0.6 0.3 0.2 3.6
Total Del/Veh (s) 130.9 54.3 3.8 48.3 28.2 28.3 37.9 52.8 11.7 45.7
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 47.5 6.1
Total Del/Veh (s) 11.2 1.6 21.3 4.4 2.6 212.5 40.4
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.2 37.5 0.8
Total Del/Veh (s) 80.3 74.5 6.4 19.2 18.9 240.2 324.4 24.6
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR SBR All
Denied Del/Veh (s) 0.0 0.0 1.8 1.9 0.1 4.1 0.1 1.4
Total Del/Veh (s) 3.6 3.2 59.6 11.8 48.5 5.2 18.5 10.5
Total Zone Performance
Denied Del/Veh (s) 8.8
Total Del/Veh (s) 493.8
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- without project - Q test 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 457 446 119 134 319 343 352 361 512 573 559 665
Average Queue (ft) 298 292 64 43 242 265 240 312 283 407 400 264
95th Queue (ft) 494 487 105 93 311 334 347 411 470 536 515 571
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 1 5 0
Queuing Penalty (veh) 0 3 10 44 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 2 5 0 0
Queuing Penalty (veh) 15 20 0 0
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB WB WB WB WB SB
Directions Served L T T T T R R
Maximum Queue (ft) 49 10 244 206 248 137 816
Average Queue (ft) 10 0 206 99 200 60 782
95th Queue (ft) 36 7 284 189 289 103 811
Link Distance (ft) 340 229 229 229 229 692
Upstream Blk Time (%) 13 0 16 79
Queuing Penalty (veh) 79 0 96 440
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 178 206 175 141 550 368 651 150 346 51
Average Queue (ft) 113 46 44 45 297 98 319 111 175 40
95th Queue (ft) 169 138 129 110 518 229 634 196 420 58
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 0 0 0 0 1 14
Queuing Penalty (veh) 0 1 0 1 11 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 1 1 17 3 6 75
Queuing Penalty (veh) 3 1 95 16 4 2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- without project - Q test 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB SB
Directions Served T T TR L T T TR L R LTR
Maximum Queue (ft) 109 133 154 72 210 826 280 77 31 12
Average Queue (ft) 16 24 37 14 60 48 92 33 8 1
95th Queue (ft) 64 79 101 47 148 543 235 70 30 8
Link Distance (ft) 641 641 641 3673 3673 587 285
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 500 200
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Zone Summary
Zone wide Queuing Penalty: 842
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 AM -- with project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 14.4 14.0 20.7 0.6 0.2 0.2 8.5
Total Del/Veh (s) 127.6 52.6 4.1 47.8 31.1 32.0 41.8 57.0 13.6 47.7
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 43.9 5.3
Total Del/Veh (s) 9.1 1.8 24.3 5.0 2.7 223.2 41.4
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 134.2 239.2 4.3
Total Del/Veh (s) 87.6 95.2 7.9 25.1 20.4 266.3 594.5 31.9
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 3.8 0.0
Total Del/Veh (s) 12.4 4.7 67.2 10.9 118.4 32.8 17.4
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 1.7 1.2 2.2 4.6 2.1
Total Zone Performance
Denied Del/Veh (s) 23.5
Total Del/Veh (s) 1680.9
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- with project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 432 424 136 144 324 342 354 363 533 877 981 555
Average Queue (ft) 297 288 62 51 242 269 260 340 318 437 431 297
95th Queue (ft) 446 444 110 105 315 341 366 380 494 656 677 574
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 1 8 0 0
Queuing Penalty (veh) 0 2 12 65 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 1 6 0 2
Queuing Penalty (veh) 9 25 0 3
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 33 10 29 243 211 246 150 803
Average Queue (ft) 7 0 1 221 94 225 72 776
95th Queue (ft) 27 7 16 272 180 272 127 832
Link Distance (ft) 340 340 229 229 229 229 692
Upstream Blk Time (%) 20 0 25 81
Queuing Penalty (veh) 127 0 158 449
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 189 233 232 213 582 339 657 150 332 50
Average Queue (ft) 126 71 74 39 327 120 417 130 222 41
95th Queue (ft) 189 186 170 123 542 266 743 198 437 56
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 1 1 0 0 5 25
Queuing Penalty (veh) 2 2 0 2 39 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 3 3 26 3 3 90
Queuing Penalty (veh) 9 3 157 18 2 3
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- with project 01/15/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 183 189 148 164 331 295 357 458 185
Average Queue (ft) 93 114 44 38 153 82 228 206 15
95th Queue (ft) 161 183 99 101 307 224 408 436 88
Link Distance (ft) 641 641 641 356 356 356 587
Upstream Blk Time (%) 0 0 7 2
Queuing Penalty (veh) 1 1 49 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 3 20 0
Queuing Penalty (veh) 1 2 0
Intersection: 5: Site East Access & SR 169
Movement WB WB WB B8 B8 NB
Directions Served T T T T T R
Maximum Queue (ft) 36 50 133 469 624 31
Average Queue (ft) 2 5 43 89 157 14
95th Queue (ft) 19 37 153 650 843 39
Link Distance (ft) 83 83 83 6508 6508 378
Upstream Blk Time (%) 0 0 9
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1142
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 AM -- with project - east end Q test 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 24.4 15.8 20.4 0.6 0.2 0.2 10.6
Total Del/Veh (s) 106.3 51.2 4.1 45.9 29.9 32.2 40.1 55.3 12.5 44.6
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 40.2 4.8
Total Del/Veh (s) 10.1 1.8 25.0 4.6 2.6 227.9 42.2
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 209.1 348.9 6.8
Total Del/Veh (s) 111.9 107.7 8.5 30.1 33.7 491.4 916.2 40.2
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR SBR All
Denied Del/Veh (s) 0.0 0.0 2.3 1.9 10.8 19.7 0.1 2.0
Total Del/Veh (s) 12.2 10.4 72.6 24.3 170.6 86.0 24.2 29.5
Total Zone Performance
Denied Del/Veh (s) 18.0
Total Del/Veh (s) 589.9
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- with project - east end Q test 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 383 387 118 132 303 338 353 363 537 613 593 499
Average Queue (ft) 264 257 57 46 229 258 256 342 300 418 414 283
95th Queue (ft) 375 375 105 103 298 328 347 380 485 559 545 556
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 1 8
Queuing Penalty (veh) 0 1 8 70
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 1 3 0 1
Queuing Penalty (veh) 10 12 0 2
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB NB SB
Directions Served L T T T T T R R R
Maximum Queue (ft) 50 38 36 243 202 247 163 34 810
Average Queue (ft) 9 3 2 213 88 232 67 2 780
95th Queue (ft) 33 26 23 281 173 261 122 32 821
Link Distance (ft) 340 340 229 229 229 229 450 692
Upstream Blk Time (%) 19 0 32 82
Queuing Penalty (veh) 117 0 198 458
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 196 241 258 248 554 464 662 150 412 51
Average Queue (ft) 131 86 80 68 315 118 533 131 292 41
95th Queue (ft) 197 220 208 162 538 286 818 199 516 52
Link Distance (ft) 229 229 229 641 641 641 390
Upstream Blk Time (%) 1 1 0 1 7 52
Queuing Penalty (veh) 4 3 1 7 59 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 6 5 33 2 2 94
Queuing Penalty (veh) 15 5 197 14 1 3
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- with project - east end Q test 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB SB
Directions Served T T TR L T T TR L R LTR
Maximum Queue (ft) 138 173 202 99 541 754 523 438 185 18
Average Queue (ft) 59 85 108 33 176 196 300 249 20 2
95th Queue (ft) 117 155 177 79 395 646 553 546 112 12
Link Distance (ft) 641 641 641 3559 3559 587 136
Upstream Blk Time (%) 8
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200 500 200
Storage Blk Time (%) 4 0 6 32 0
Queuing Penalty (veh) 1 0 43 3 0
Zone Summary
Zone wide Queuing Penalty: 1231
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 AM -- with project with dual NBLT Int4 01/20/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 7.2 6.1 7.1 0.6 0.3 0.2 3.6
Total Del/Veh (s) 134.5 53.3 3.9 47.9 31.6 29.1 41.1 56.0 12.5 47.4
2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 25.5 3.2
Total Del/Veh (s) 11.1 1.7 23.0 4.4 2.6 212.5 40.2
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 171.4 87.1 1.8
Total Del/Veh (s) 97.0 87.2 7.5 22.5 23.1 736.1 504.7 29.7
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR SBR All
Denied Del/Veh (s) 0.0 0.0 2.2 2.0 1.7 0.6 0.1 1.5
Total Del/Veh (s) 9.6 8.6 74.1 18.6 69.9 48.0 12.5 19.8
Total Zone Performance
Denied Del/Veh (s) 7.4
Total Del/Veh (s) 528.2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- with project with dual NBLT Int4 01/20/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 485 486 138 137 310 343 356 363 560 616 598 549
Average Queue (ft) 305 293 63 42 243 275 273 318 309 420 410 295
95th Queue (ft) 523 507 114 98 305 342 364 403 502 573 553 569
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 2 5
Queuing Penalty (veh) 0 2 16 44
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 1 4 0 1
Queuing Penalty (veh) 10 19 0 2
Intersection: 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 53 36 34 243 229 246 128 802
Average Queue (ft) 10 1 1 214 94 219 64 778
95th Queue (ft) 37 14 15 274 181 284 108 832
Link Distance (ft) 340 340 229 229 229 229 692
Upstream Blk Time (%) 17 0 24 78
Queuing Penalty (veh) 104 2 152 435
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB SB
Directions Served UL T T T T T T TR L R
Maximum Queue (ft) 192 242 228 244 510 303 656 150 394 50
Average Queue (ft) 124 67 59 63 288 102 405 127 220 39
95th Queue (ft) 189 183 162 157 475 224 719 203 445 56
Link Distance (ft) 229 229 229 640 640 640 390
Upstream Blk Time (%) 1 1 0 4 21
Queuing Penalty (veh) 2 2 1 29 0
Storage Bay Dist (ft) 175 125 25
Storage Blk Time (%) 3 3 25 4 13 87
Queuing Penalty (veh) 7 3 149 23 8 3
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 AM -- with project with dual NBLT Int4 01/20/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB SB
Directions Served T T TR L T T TR L LTR LTR
Maximum Queue (ft) 130 171 198 146 630 784 496 171 219 6
Average Queue (ft) 48 68 91 38 149 135 199 65 100 1
95th Queue (ft) 105 136 167 96 509 632 442 131 182 7
Link Distance (ft) 640 640 640 3559 3559 586 136
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 500 200
Storage Blk Time (%) 1 0 3 0 2
Queuing Penalty (veh) 0 0 25 0 1
Zone Summary
Zone wide Queuing Penalty: 1039
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
APPENDIX D
PM PEAK HOUR PORTION
SIM TRAFFIC ANALYSES (DELAYS AND QUEUES)
PM PEAK HOUR
1 Year 2023 without project without any network improvements
2 Year 2023 without project with dual WB lane at Intersection 1 and NB (HOV by-
pass) and SB ramp improvements (two GP continuous plus one shoulder lane
when metered)
3 same as #2 with project
4 same as #2 plus I-405 ETL project completion
5 same as #4 with project
6 same as #5 plus dual NB left with shared right at Intersection 4.
7 Year 2029 without project, includes network improvements noted above in #2
plus I-405 ETL project completion.
8 same as #7 with project
9 same as #8 plus dual NB left with shared right at Intersection 4.
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 PM without project without Int1 Imps or ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 51.7 49.8 51.4 0.0 0.0 0.0 1101.8 1120.6 1119.1 580.5
Total Del/Veh (s) 628.1 277.5 223.9 156.8 47.2 23.0 241.4 318.3 30.0 242.7
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 2.1 0.6
Total Del/Veh (s) 33.6 2.9 63.8 9.0 5.2 63.6 29.0
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.6 0.0 20.8 2.5 0.3
Total Del/Veh (s) 66.9 61.1 2.7 65.3 2.8 532.4 482.3 30.8
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 62.7 36.8 2.1
Total Del/Veh (s) 4.0 1.1 94.6 19.6 353.3 29.7 15.0
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0
Total Del/Veh (s) 1.4 0.7 4.4 2.5
Total Zone Performance
Denied Del/Veh (s) 626.4
Total Del/Veh (s) 1690.2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM without project without Int1 Imps or ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L T T R L LT TR R
Maximum Queue (ft) 1965 1954 1953 1948 325 404 166 362 585 1319 1312 1304
Average Queue (ft) 1529 1512 1286 1108 322 376 98 294 584 1290 1288 1135
95th Queue (ft) 2333 2321 2410 2211 343 472 151 425 592 1305 1300 1683
Link Distance (ft) 1917 1917 1917 1917 340 340 340 1272 1272 1272
Upstream Blk Time (%) 37 38 33 16 6 53 6 96 79 13
Queuing Penalty (veh) 0 0 0 0 0 260 28 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 60 1 5 70
Queuing Penalty (veh) 75 2 46 425
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB WB WB WB WB SB
Directions Served L T T T T R R
Maximum Queue (ft) 93 3 266 142 260 168 794
Average Queue (ft) 29 0 254 44 130 63 503
95th Queue (ft) 69 2 290 100 233 123 855
Link Distance (ft) 340 250 250 250 250 692
Upstream Blk Time (%) 67 1 14
Queuing Penalty (veh) 174 2 100
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 109 143 193 124 601 227 130 126 305
Average Queue (ft) 50 30 64 23 449 24 44 38 132
95th Queue (ft) 100 95 155 77 806 119 106 99 341
Link Distance (ft) 250 250 250 615 615 615 391
Upstream Blk Time (%) 0 0 33 0 4
Queuing Penalty (veh) 0 0 111 0 0
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 1 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM without project without Int1 Imps or ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 195 201 68 189 309 60 178 287 156
Average Queue (ft) 58 75 4 28 154 12 47 106 33
95th Queue (ft) 147 171 32 125 393 43 128 282 97
Link Distance (ft) 615 615 615 356 356 356 321
Upstream Blk Time (%) 14 11
Queuing Penalty (veh) 45 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 27 18 0
Queuing Penalty (veh) 4 13 0
Intersection: 5: Site East Access & SR 169
Movement WB B7 NB
Directions Served T T R
Maximum Queue (ft) 138 290 6
Average Queue (ft) 36 46 0
95th Queue (ft) 141 223 6
Link Distance (ft) 84 3897 378
Upstream Blk Time (%) 16
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1286
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 PM without project with Int1 Imps no ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 649.2 648.8 658.0 320.9
Total Del/Veh (s) 76.9 59.5 31.1 147.6 63.0 25.6 187.9 430.1 49.9 125.2
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 6.0 1.3
Total Del/Veh (s) 12.4 2.9 36.0 4.6 5.3 72.9 23.4
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.0
Total Del/Veh (s) 56.3 57.5 1.7 4.5 2.0 81.5 14.2 3.8
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.4 3.9 0.1
Total Del/Veh (s) 3.4 0.8 88.0 1.6 66.8 5.2 4.1
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 1.4 0.7 0.2 24.4 1.0
Total Zone Performance
Denied Del/Veh (s) 350.9
Total Del/Veh (s) 1320.7
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM without project with Int1 Imps no ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 496 502 370 387 316 332 311 362 585 1326 1308 1304
Average Queue (ft) 320 320 236 246 244 260 180 306 583 1272 1262 1192
95th Queue (ft) 491 491 342 347 332 359 292 413 607 1467 1487 1527
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 7 1 8 87 73 14
Queuing Penalty (veh) 0 33 3 37 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 3 12 7 68
Queuing Penalty (veh) 10 22 71 411
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB WB WB WB WB SB
Directions Served L T T T T R R
Maximum Queue (ft) 68 180 262 143 258 104 782
Average Queue (ft) 16 6 198 50 155 54 536
95th Queue (ft) 49 91 294 107 259 89 878
Link Distance (ft) 340 250 250 250 250 692
Upstream Blk Time (%) 0 5 3 22
Queuing Penalty (veh) 0 14 9 154
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 113 55 103 60 168 66 173 122 86
Average Queue (ft) 50 5 15 5 48 11 36 24 28
95th Queue (ft) 97 32 66 29 127 43 109 78 62
Link Distance (ft) 250 250 250 615 615 615 391
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM without project with Int1 Imps no ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 181 200 57 59 93 69 132 110 64
Average Queue (ft) 69 88 4 15 21 6 30 39 33
95th Queue (ft) 153 180 27 45 68 34 93 86 55
Link Distance (ft) 615 615 615 356 356 356 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Site East Access & SR 169
Movement NB
Directions Served R
Maximum Queue (ft) 21
Average Queue (ft) 1
95th Queue (ft) 9
Link Distance (ft) 378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 766
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 PM with project with Int1 Imps no ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.2 0.0 0.0 0.0 731.1 717.2 728.8 359.7
Total Del/Veh (s) 97.5 61.8 37.3 201.0 65.5 29.2 201.8 415.1 45.9 133.8
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.4 0.0 0.0 0.0 1.1 19.6 3.5
Total Del/Veh (s) 13.4 3.0 54.9 4.4 6.1 110.3 32.2
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.3 0.0 57.3 55.7 0.7
Total Del/Veh (s) 75.1 64.3 2.6 42.2 3.7 523.2 667.4 22.2
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 39.7 43.2 2.9
Total Del/Veh (s) 5.8 2.0 82.6 6.9 120.0 18.2 12.1
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 2.1 0.8 0.5 17.6 1.7
Total Zone Performance
Denied Del/Veh (s) 368.9
Total Del/Veh (s) 1138.0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM with project with Int1 Imps no ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 643 657 393 397 325 361 344 364 585 1326 1317 1303
Average Queue (ft) 380 384 247 258 299 323 203 327 584 1285 1282 1181
95th Queue (ft) 597 601 363 369 373 404 321 418 587 1383 1394 1531
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 29 2 11 92 73 13
Queuing Penalty (veh) 0 148 9 56 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 16 38 12 69
Queuing Penalty (veh) 54 72 128 445
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB WB WB WB WB SB
Directions Served L T T T T R R
Maximum Queue (ft) 63 177 264 167 259 117 814
Average Queue (ft) 18 9 242 44 152 53 694
95th Queue (ft) 52 110 310 106 249 93 978
Link Distance (ft) 340 250 250 250 250 692
Upstream Blk Time (%) 0 54 0 1 57
Queuing Penalty (veh) 0 157 0 4 398
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 125 133 202 114 631 355 155 132 376
Average Queue (ft) 55 29 61 22 368 34 44 39 146
95th Queue (ft) 107 90 153 73 754 171 112 105 380
Link Distance (ft) 250 250 250 615 615 615 391
Upstream Blk Time (%) 0 11 0 13
Queuing Penalty (veh) 0 41 0 0
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 1 0
Queuing Penalty (veh) 0 2 1
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM with project with Int1 Imps no ETL 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 246 264 161 164 261 57 174 314 225
Average Queue (ft) 80 103 24 50 76 14 70 172 41
95th Queue (ft) 183 209 90 125 216 45 149 313 134
Link Distance (ft) 615 615 615 356 356 356 321
Upstream Blk Time (%) 1 13
Queuing Penalty (veh) 2 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 5 19 0
Queuing Penalty (veh) 2 14 0
Intersection: 5: Site East Access & SR 169
Movement WB B7 NB
Directions Served T T R
Maximum Queue (ft) 50 24 65
Average Queue (ft) 2 1 22
95th Queue (ft) 28 17 52
Link Distance (ft) 84 3897 378
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 1534
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 PM without project 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 1.2 0.8 0.7 0.5
Total Del/Veh (s) 134.6 54.4 24.8 69.2 51.5 24.6 43.1 46.9 11.6 52.7
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.8 0.5 0.2
Total Del/Veh (s) 19.4 3.4 30.2 4.6 5.2 57.3 17.8
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0
Total Del/Veh (s) 66.1 65.0 2.5 3.7 1.4 74.7 13.2 4.0
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.4 3.9 0.1
Total Del/Veh (s) 4.1 1.3 92.2 1.7 67.6 5.2 4.4
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.1 0.0
Total Del/Veh (s) 1.8 0.3 21.0 1.3
Total Zone Performance
Denied Del/Veh (s) 0.8
Total Del/Veh (s) 800.9
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM without project 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 730 724 450 429 255 271 218 361 551 1287 1291 955
Average Queue (ft) 481 477 231 234 179 187 130 312 410 563 534 302
95th Queue (ft) 845 828 352 347 250 260 205 411 533 1035 1040 719
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 6 0 1 0
Queuing Penalty (veh) 28 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 1 1
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 97 22 14 262 139 255 126 802
Average Queue (ft) 34 1 0 179 48 147 53 469
95th Queue (ft) 75 14 7 284 108 235 96 796
Link Distance (ft) 340 340 248 248 248 248 692
Upstream Blk Time (%) 4 1 8
Queuing Penalty (veh) 10 2 56
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 136 194 214 178 158 64 116 108 86
Average Queue (ft) 55 17 26 10 45 10 25 24 27
95th Queue (ft) 106 92 116 70 119 39 74 77 62
Link Distance (ft) 248 248 248 619 619 619 391
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 1 0
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 1 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM without project 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 207 220 87 68 91 51 137 91 69
Average Queue (ft) 66 89 8 15 24 5 33 37 29
95th Queue (ft) 161 191 43 45 70 26 98 80 54
Link Distance (ft) 619 619 619 362 362 362 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Site East Access & SR 169
Movement NB
Directions Served R
Maximum Queue (ft) 18
Average Queue (ft) 1
95th Queue (ft) 9
Link Distance (ft) 378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 100
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 PM with project 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 1.4 1.1 0.9 0.6
Total Del/Veh (s) 124.4 58.5 30.0 69.5 57.1 27.7 48.0 49.8 12.1 53.8
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.1 7.3 1.3
Total Del/Veh (s) 17.9 3.7 31.4 4.4 6.1 73.9 20.4
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0
Total Del/Veh (s) 67.5 64.9 2.8 3.7 2.4 81.8 13.1 4.2
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 3.9 0.1
Total Del/Veh (s) 10.2 2.8 82.5 3.4 63.2 6.2 11.0
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 3.9 0.9 0.3 30.1 3.1
Total Zone Performance
Denied Del/Veh (s) 1.8
Total Del/Veh (s) 938.3
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM with project 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 661 660 406 413 276 278 254 364 566 1235 1287 997
Average Queue (ft) 461 454 241 252 192 200 151 330 431 562 584 304
95th Queue (ft) 849 833 357 366 264 273 231 400 568 969 1118 702
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 9 0 1 0
Queuing Penalty (veh) 48 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 0 0 0 1
Queuing Penalty (veh) 0 0 1 7
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 103 10 18 264 118 263 125 795
Average Queue (ft) 30 1 1 188 51 164 53 534
95th Queue (ft) 74 10 11 277 104 262 94 881
Link Distance (ft) 340 340 248 248 248 248 692
Upstream Blk Time (%) 4 2 22
Queuing Penalty (veh) 11 6 157
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 123 167 210 66 127 48 136 129 58
Average Queue (ft) 56 15 28 6 42 8 33 22 25
95th Queue (ft) 110 81 128 34 108 33 95 75 55
Link Distance (ft) 248 248 248 619 619 619 391
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 0
Queuing Penalty (veh) 1 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM with project 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 340 359 313 102 122 68 179 273 191
Average Queue (ft) 162 187 55 40 44 9 72 137 40
95th Queue (ft) 291 312 184 93 102 39 149 231 110
Link Distance (ft) 619 619 619 362 362 362 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 3 0
Queuing Penalty (veh) 2 0
Intersection: 5: Site East Access & SR 169
Movement EB NB
Directions Served T R
Maximum Queue (ft) 79 78
Average Queue (ft) 3 23
95th Queue (ft) 55 59
Link Distance (ft) 362 378
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 235
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2023 PM with project, Int4 dual NBLT 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 1.4 1.1 0.9 0.6
Total Del/Veh (s) 97.2 60.2 32.6 67.8 56.5 29.3 49.3 50.3 12.0 50.6
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 12.7 2.1
Total Del/Veh (s) 16.9 3.7 31.8 4.6 5.6 93.6 23.4
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0
Total Del/Veh (s) 66.0 63.5 2.9 3.8 2.0 62.4 14.6 4.1
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.2 0.2 0.0
Total Del/Veh (s) 9.8 2.6 90.3 3.8 59.9 39.9 11.6
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 3.5 1.0 0.3 36.3 2.8
Total Zone Performance
Denied Del/Veh (s) 2.5
Total Del/Veh (s) 873.0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM with project, Int4 dual NBLT 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 541 543 377 378 258 272 234 363 583 1293 1287 1130
Average Queue (ft) 375 373 247 253 187 196 136 339 444 604 611 347
95th Queue (ft) 552 547 354 358 246 255 215 396 575 1080 1184 867
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 11 1 1 0
Queuing Penalty (veh) 58 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 1 8
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 94 43 11 262 154 264 124 791
Average Queue (ft) 30 2 1 187 53 167 55 620
95th Queue (ft) 73 19 8 277 112 271 93 963
Link Distance (ft) 340 340 248 248 248 248 692
Upstream Blk Time (%) 2 0 2 41
Queuing Penalty (veh) 6 0 7 287
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 118 116 183 74 123 52 135 119 82
Average Queue (ft) 49 13 26 8 41 6 31 23 30
95th Queue (ft) 98 67 110 42 103 29 93 76 68
Link Distance (ft) 248 248 248 615 615 615 391
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 0 1 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2023 PM with project, Int4 dual NBLT 01/21/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L LR
Maximum Queue (ft) 354 361 218 117 130 63 161 139 232
Average Queue (ft) 155 182 40 42 50 10 77 61 124
95th Queue (ft) 276 298 127 96 106 38 146 116 207
Link Distance (ft) 615 615 615 366 366 366 537 537
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Site East Access & SR 169
Movement EB NB
Directions Served T R
Maximum Queue (ft) 10 74
Average Queue (ft) 0 23
95th Queue (ft) 7 57
Link Distance (ft) 366 378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 370
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 PM without project 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.2 0.0 0.0 0.0 1.7 1.3 1.2 0.7
Total Del/Veh (s) 148.0 55.1 27.6 69.1 59.7 30.4 44.5 47.6 12.3 56.4
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.1 77.2 13.0
Total Del/Veh (s) 17.1 3.6 36.6 4.8 6.3 103.4 26.3
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0
Total Del/Veh (s) 64.4 60.3 2.7 4.3 2.2 81.9 14.3 4.3
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 4.0 0.1
Total Del/Veh (s) 6.1 1.1 75.7 1.9 64.3 5.4 5.8
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 2.6 0.2 0.3 31.9 1.9
Total Zone Performance
Denied Del/Veh (s) 11.9
Total Del/Veh (s) 899.4
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 PM without project 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 729 710 359 380 266 288 270 364 576 1287 1295 1130
Average Queue (ft) 548 544 240 242 192 201 144 340 418 596 609 335
95th Queue (ft) 771 757 345 346 253 268 227 394 561 1111 1223 811
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 12 1 2 0
Queuing Penalty (veh) 0 64 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 0 0 1
Queuing Penalty (veh) 0 0 3
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB WB WB WB WB SB
Directions Served L T T T T R R
Maximum Queue (ft) 104 7 261 154 249 107 812
Average Queue (ft) 32 0 206 55 183 55 702
95th Queue (ft) 82 6 284 117 259 91 961
Link Distance (ft) 340 243 243 243 243 692
Upstream Blk Time (%) 5 0 3 54
Queuing Penalty (veh) 14 0 9 377
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 1
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 125 153 213 60 142 64 170 111 70
Average Queue (ft) 58 12 23 6 50 9 38 28 28
95th Queue (ft) 109 67 111 32 112 40 109 81 58
Link Distance (ft) 243 243 243 624 624 624 391
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 1
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 1 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 PM without project 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 254 263 148 64 104 44 144 106 69
Average Queue (ft) 95 120 13 16 26 6 38 45 30
95th Queue (ft) 213 236 72 46 73 29 105 93 54
Link Distance (ft) 624 624 624 355 355 355 321
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 200 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Site East Access & SR 169
Movement NB
Directions Served R
Maximum Queue (ft) 24
Average Queue (ft) 2
95th Queue (ft) 12
Link Distance (ft) 378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 470
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 PM with project 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 1.9 1.7 1.5 0.9
Total Del/Veh (s) 147.3 66.7 45.9 72.8 63.2 33.6 52.2 52.5 13.5 61.0
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.1 117.2 17.3
Total Del/Veh (s) 16.4 4.1 38.1 5.3 6.2 127.9 28.8
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.2 0.1 0.0
Total Del/Veh (s) 67.4 64.2 3.5 5.9 3.3 70.5 24.3 5.4
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 3.9 0.1
Total Del/Veh (s) 16.2 4.6 86.6 3.5 63.9 6.7 14.9
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 5.4 0.8 0.3 34.7 4.1
Total Zone Performance
Denied Del/Veh (s) 15.8
Total Del/Veh (s) 1030.2
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 PM with project 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 846 846 457 433 288 311 307 364 584 1291 1289 1119
Average Queue (ft) 545 544 288 294 213 224 156 349 465 744 750 351
95th Queue (ft) 871 866 426 424 279 293 251 379 595 1340 1403 801
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 0 17 2 2 0
Queuing Penalty (veh) 0 1 92 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 0 1 0 2
Queuing Penalty (veh) 0 2 3 16
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 80 21 21 262 159 253 132 817
Average Queue (ft) 27 2 1 205 60 197 62 759
95th Queue (ft) 65 15 10 287 123 286 107 865
Link Distance (ft) 340 340 243 243 243 243 692
Upstream Blk Time (%) 7 9 66
Queuing Penalty (veh) 22 28 459
Storage Bay Dist (ft) 150
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 122 178 247 161 193 84 213 150 94
Average Queue (ft) 58 20 48 22 59 14 54 39 32
95th Queue (ft) 106 98 165 107 142 53 140 104 74
Link Distance (ft) 243 243 243 624 624 624 391
Upstream Blk Time (%) 0 0 0
Queuing Penalty (veh) 0 1 0
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 1 0
Queuing Penalty (veh) 0 4 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 PM with project 01/19/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L R
Maximum Queue (ft) 519 562 543 99 138 62 189 251 189
Average Queue (ft) 231 261 116 45 47 13 70 140 47
95th Queue (ft) 457 489 373 103 108 43 151 224 132
Link Distance (ft) 624 624 624 355 355 355 321
Upstream Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 1 1 0 0
Storage Bay Dist (ft) 200 200
Storage Blk Time (%) 3 0
Queuing Penalty (veh) 3 0
Intersection: 5: Site East Access & SR 169
Movement EB EB NB
Directions Served T T R
Maximum Queue (ft) 71 161 76
Average Queue (ft) 2 8 25
95th Queue (ft) 50 99 60
Link Distance (ft) 355 355 378
Upstream Blk Time (%) 0
Queuing Penalty (veh) 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 633
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
SimTraffic Performance Report
2029 PM with project, Int4 dual NBLT 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 1
1: Bronson Way/SR 169 & Sunset Blvd Performance by movement
Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 2.5 2.0 2.0 1.1
Total Del/Veh (s) 126.6 59.5 35.4 72.1 61.1 34.3 51.5 51.0 13.1 56.5
2: I-405 NB Off-Ramp & SR 169 Performance by movement
Movement EBL EBT WBT WBR NBR SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.1 119.6 17.4
Total Del/Veh (s) 13.8 4.1 38.8 5.7 6.3 132.1 29.1
3: SR 169 & Shari's Driveway Performance by movement
Movement EBU EBL EBT WBT WBR SBL SBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0
Total Del/Veh (s) 79.9 65.7 3.4 7.2 5.7 103.0 36.7 5.9
4: Cedar River Park Dr & SR 169 Performance by movement
Movement EBT EBR WBL WBT NBL NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.2 0.2 0.0
Total Del/Veh (s) 13.9 3.4 75.0 3.6 67.4 54.6 14.6
5: Site East Access & SR 169 Performance by movement
Movement EBT EBR WBT NBR All
Denied Del/Veh (s) 0.0 0.0 0.0 0.1 0.0
Total Del/Veh (s) 5.0 0.8 0.3 34.0 3.8
Total Zone Performance
Denied Del/Veh (s) 16.0
Total Del/Veh (s) 1023.6
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 PM with project, Int4 dual NBLT 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 2
Intersection: 1: Bronson Way/SR 169 & Sunset Blvd
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served L L T TR L LT T R L LT TR R
Maximum Queue (ft) 759 737 426 403 301 311 251 364 582 1296 1311 1284
Average Queue (ft) 479 477 254 262 207 223 143 346 457 778 725 452
95th Queue (ft) 771 759 373 375 279 296 221 392 578 1397 1378 1056
Link Distance (ft) 1916 1916 1916 1916 340 340 340 1272 1272 1272
Upstream Blk Time (%) 0 17 3 3 0
Queuing Penalty (veh) 0 95 0 0 0
Storage Bay Dist (ft) 300 560
Storage Blk Time (%) 0 1 0 1
Queuing Penalty (veh) 0 2 2 8
Intersection: 2: I-405 NB Off-Ramp & SR 169
Movement EB EB EB WB WB WB WB SB
Directions Served L T T T T T R R
Maximum Queue (ft) 86 24 30 258 136 253 148 822
Average Queue (ft) 26 1 1 204 57 195 63 749
95th Queue (ft) 66 14 13 291 114 283 113 925
Link Distance (ft) 340 340 243 243 243 243 692
Upstream Blk Time (%) 8 10 69
Queuing Penalty (veh) 25 30 484
Storage Bay Dist (ft) 150
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: SR 169 & Shari's Driveway
Movement EB EB EB EB WB WB WB WB SB
Directions Served UL T T T T T T TR LR
Maximum Queue (ft) 145 229 264 179 175 68 262 132 110
Average Queue (ft) 61 22 45 17 61 12 71 37 37
95th Queue (ft) 122 108 173 93 145 45 260 112 92
Link Distance (ft) 243 243 243 620 620 620 391
Upstream Blk Time (%) 0 0 0 0
Queuing Penalty (veh) 0 2 0 1
Storage Bay Dist (ft) 175 125
Storage Blk Time (%) 0 3 0
Queuing Penalty (veh) 1 10 0
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1
Queuing and Blocking Report
2029 PM with project, Int4 dual NBLT 01/23/2020
Cedar River Apartments SimTraffic Report
BPJ; William Popp Associates Page 3
Intersection: 4: Cedar River Park Dr & SR 169
Movement EB EB EB WB WB WB WB NB NB
Directions Served T T TR L T T T L LR
Maximum Queue (ft) 428 494 342 113 137 79 177 155 321
Average Queue (ft) 196 230 73 44 44 18 69 62 151
95th Queue (ft) 364 399 245 94 102 54 149 120 277
Link Distance (ft) 620 620 620 358 358 358 696 696
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 200
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Site East Access & SR 169
Movement NB
Directions Served R
Maximum Queue (ft) 78
Average Queue (ft) 24
95th Queue (ft) 60
Link Distance (ft) 378
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 662
DocuSign Envelope ID: 99BA427F-FE67-49CC-B142-9BE0760232C1