Item F -1 Part 1 of 3 — Beverly Hills City Council, March 24, 2026 (part 2 of 2)

A previous Notice of Violation (NOV) dated December 2, 2024, was sent to the City on this project – and several others – but highlighted separate issues.2 The City ultimately adhered to guidance provided in the NOV. The issues raised in HCD’s letter to the Planning Commission dated October 28, 2025, are reiterated here for the City Council’s consideration.

Analysis
HCD understands that the Planning Commission considered making findings of denial based on inadequate dispersal of affordable units and impacts to health and safety.

Ultimately, it is HCD’s understanding that the Planning Commission was able to work with the applicant to find a suitable dispersal of affordable units as a condition of approval. Other impacts to health and safety, however, remain outstanding, as evidenced by the Planning Commission’s recommendation to deny the project. Below, HCD reinforces to the City Council that dispersal of affordable units as proposed by the applicant should not be identified as a reason for denial and reminds the City that the HAA provides that a local agency may not disapprove “housing for very low, low-, or moderate-income households housing,” or condition approval in a manner that renders the project infeasible unless it makes appropriate findings, “based upon a preponderance of the evidence in the record….”3 Because the Project is a builder’s remedy project, it qualifies as “housing for very low, low-, or moderate-income households.”4
Dispersal of Affordable Units
The HAA and SDBL do not contain specific dispersal requirements. However, Health and Safety Code section 17929 provides that a project is required to disperse affordable units on more than one floor. Section 17929 also requires that a mixed-income multifamily structure provide occupants of the affordable housing units and occupants of the market-rate housing units with equal access to common entrances, areas, and amenities. While these are the minimum requirements, state law does not prohibit a jurisdiction from adopting regulations or setting forth conditions of approval that require more expansive dispersal requirements.

HCD applauds the City’s motivation to enhance equity for future residents, but dispersal requirements that are not required by state law and not found in the City’s objective 2 These issues included the inability for the City to require a General Plan Amendment and Zone Change for an application qualifying under Gov. Code, § 65589.5, subd. (d)(5), as well as the ability for an application to maintain vesting through multiple 90-day review periods as defined in Gov. Code, § 65941.1, subd. (d)(2).
3 Gov. Code, § 65589.5, subd. (d).
4 Gov. Code, § 65589.5, subd. (h)(11)(A). See also Gov. Code, § 65589.5, subd. (h)(11) for the definition of “housing for very low, low-, or moderate-income households.” Michael Forbes, Director of Community Development, City of Beverly Hills

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standards cannot serve as a basis for denial.5 Instead, the City may consider working with the applicant to condition approval on improving dispersal as long as the condition does not render the project infeasible.6 HCD understands that the applicant is willing to further disperse the affordable housing units, as discussed and agreed upon at the October 29, 2025, Planning Commission hearing. HCD urges the City Council to follow suit and not consider dispersal as a basis for denial.

Impacts to Health and Safety
HCD is aware that the City also raised concerns of impacts to public health and safety for the Project at the October 29, 2025, Planning Commission hearing. However, a housing development project qualifying under the HAA that meets all objective standards7 (except those lawfully modified via SDBL concessions and waivers) may only be denied if the City makes written findings, supported by a preponderance of evidence on the record, that (1) a specific, adverse impact upon the public health or safety would result and (2) mitigation of the adverse impact is not possible. 8 The HAA
defines a “specific, adverse impact” as a “significant, quantifiable, direct, and unavoidable impact, based on objective, identified written public health or safety standards, policies, or conditions as they existed on the date the application was deemed complete.”9
HCD understands the two main concerns related to impacts to health and safety are traffic impacts and emergency services access due to the height of the building.

However, a Local Transportation Assessment (LTA) was prepared for the Project to evaluate level of service (LOS) impacts during peak hours at signalized intersections.

The LTA determined that increases in intersection delays at relevant intersections are not expected to exceed the City’s operations criteria and that the Project is not expected to substantially or adversely increase delays at any of the study intersections.10 In other words, there is no “significant, quantifiable, direct, and unavoidable impact” related to traffic found in the study or any submitted materials. Similarly, HCD is not aware of any evidence in the record that would suggest that emergency access to all floors of the building would be an issue. As a reminder, “the burden of proof shall be on the local legislative body” to make the findings contained in subdivision (d) of the HAA.11 Without 5 Gov. Code, § 65589.5, subd. (f)(6)(A). See also Gov. Code, § 65589.5, subd. (h)(9) for the definition of “objective.”
6 Gov. Code, § 65589.5, subd. (d). See also Gov. Code, § 65589.5, subd. (h)(12) for the definition of “condition approval.”
7 The Project qualifies as a builder’s remedy project under the HAA and, according to the October 21, 2025, Planning Commission Report, is consistent with objective standards in the City’s General Plan and Municipal Code.
8 Gov. Code, § 65589.5, subd. (d)(2).
9 Id.
10 Beverly Hills Planning Commission Report (October 21, 2025), available at https://beverlyhills.granicus.com/MetaViewer.php?view_id=57&clip_id=10544&meta_id=656582. 11 Gov. Code, § 65589.5, subd. (i).

Michael Forbes, Director of Community Development, City of Beverly Hills

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such documentation, there insufficient evidence to support the findings of denial.

Furthermore, City staff already confirmed as much in the October 21, 2025, Planning Commission Report, stating that “there is no evidence in the record that would enable the City to make the necessary findings in the HAA as grounds to deny the project.” Project to be Considered
Government Code section 65589.5, subdivision (d)(2) describes one of the findings a local jurisdiction may make to potentially disapprove a project. Specifically, it requires a finding that the “housing development project ... as proposed would have a specific, adverse impact upon public health and safety....” (Emphasis added.) Government Code section 65589.5, subdivision (h)(14) defines “as proposed by the applicant” as “the plans and designs as submitted by the applicant, including, but not limited to, density, unit size, unit type, site plan, building massing, floor area ratio, amenity areas, open space, parking, and ancillary commercial uses.”12 In other words, the City must consider the version of the Project whose application was deemed complete on July 31, 2025. The changes in unit count and affordability mix from any previous application submittal may not be considered as part of the deliberation and may not be used as a reason for denial.

Conclusion
The City Council should be mindful of the specific requirements for making findings of denial under the HAA as it considers the Project. If the City Council is unable to make such findings, HCD urges the City Council to approve the Project at the proposed density, with the proposed concessions and waivers. The City may request further dispersal requirements but should only do so as a condition of approval and to the extent that the condition does not render the project infeasible.

Additionally, HCD reminds the City of its enforcement authority over the HAA and SDBL, among other state housing laws. Accordingly, HCD may review local government actions to determine consistency with these laws. If HCD finds that a jurisdiction’s actions do not comply with state law, HCD may notify the California Office of the Attorney General that the local government is in violation of state law.

If you have any questions regarding the content of this letter or would like additional technical assistance, please contact Bentley Regehr at [email protected].

Sincerely,
David Zisser
Assistant Deputy Director
Local Government Relations and Accountability
12 Gov. Code, § 65589.5, subd. (h)(14).

ATTACHMENT 10
Local Transportation Assessment
(LTA)

LOCAL TRANSPORTATION ASSESSMENT
8844 BURTON WAY
City of Beverly Hills, California
May 1, 2025
Prepared for:

Crescent Heights
6200 Wilshire Boulevard, Suite 1406
Los Angeles, CA 90048
LLG Ref: 1-25-4679-1
Prepared by: Under the Supervision of:

Jason A. Shender, AICP David S. Shender, P.E.

Senior Transportation Planner Principal
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
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TABLE OF CONTENTS

SECTION PAGE

1.0 Introduction ................................................................................................................................ 1

1.1 Study Area .......................................................................................................................... 3

2.0 Project Description .................................................................................................................... 4

2.1 Site Location ....................................................................................................................... 4

2.2 Existing Project Site ........................................................................................................... 4

2.3 Project Description ............................................................................................................. 4

3.0 Site Access and Circulation ...................................................................................................... 7

3.1 Existing Vehicular Site Access .......................................................................................... 7

3.2 Vehicular Project Site Access ............................................................................................ 7

3.2.1 Scenario 1: Full Vehicular Access ........................................................................ 7

3.2.2 Scenario 2: Right In/ Left Out .............................................................................. 7

3.3 Pedestrian Project Site Access ........................................................................................... 7

3.4 Bicycle Project Site Access ............................................................................................... 7

4.0 Existing Street System ............................................................................................................... 10

4.1 Regional Highway System ................................................................................................ 10

4.2 Local Roadway System ..................................................................................................... 10

4.3 Roadway Descriptions ....................................................................................................... 11

4.4 Public Transit Services ....................................................................................................... 13

4.4.1 Major Transit Stop Analysis ................................................................................. 13

4.5 Active Transportation ........................................................................................................19

5.0 Traffic Counts ............................................................................................................................ 21

6.0 Cumulative Development Projects .......................................................................................... 23

6.1 Related Projects .................................................................................................................. 23

6.2 Ambient Traffic Growth Factor ......................................................................................... 23

7.0 Traffic Forecasting Methodology ............................................................................................ 28

7.1 Project Traffic Generation ................................................................................................. 28

7.2 Project Traffic Distribution and Assignment .................................................................... 30

8.0 Traffic Operations Analysis Methodology ............................................................................. 35

8.1 Intersection Operations Criteria ......................................................................................... 35

8.2 Traffic Operations Analysis Scenarios .............................................................................. 36

9.0 Traffic Analysis .......................................................................................................................... 37

9.1 Existing Conditions ............................................................................................................ 37

9.1.1 Existing Conditions ............................................................................................... 37

9.1.2 Existing with Project Conditions .......................................................................... 37 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
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TABLE OF CONTENTS (continued)

SECTION PAGE

9.2 Future Conditions ............................................................................................................... 37

9.2.1 Future Cumulative Baseline Conditions ............................................................... 37

9.2.2 Future Cumulative with Project Conditions ......................................................... 44

10.0 Residential Street Segment Analysis ....................................................................................... 48

11.0 Conclusions ................................................................................................................................. 52

LIST OF FIGURES
SECTION—FIGURE # PAGE
1–1 Vicinity Map ............................................................................................................................. 2 2–1 Aerial Photograph of Existing Project Site ............................................................................. 5 2–2 Level 1 Floor Plan .................................................................................................................... 6 3–1 Existing Pedestrian, Bicycle, and Transit Facilities Inventory ............................................... 8 4–1 Existing Lane Configurations .......................................................................................... 12 4–2 Existing Public Transit Routes ................................................................................................. 16 4–3 Major Transit Stop Analysis – La Cienega Boulevard / 3rd Street ......................................... 18 5–1 Existing Traffic Volumes ......................................................................................................... 22 6–1 Location of Related Projects .................................................................................................... 26 6–2 Related Projects Traffic Volumes ............................................................................................ 27 7–1 Project Trip Distribution – Scenario 1 ..................................................................................... 31 7–2 Project Trip Distribution – Scenario 2 ..................................................................................... 32 7–3 Net New Project Traffic Volumes – Scenario 1 ......................................................................33 7–4 Net New Project Traffic Volumes – Scenario 2 ......................................................................34 9–1 Existing with Project Traffic Volumes – Scenario 1 .............................................................. 42 9–2 Existing with Project Traffic Volumes – Scenario 2 .............................................................. 43 9–3 Future Cumulative Baseline Traffic Volumes ........................................................................ 45 9–4 Future Cumulative with Project Traffic Volumes – Scenario 1 ............................................. 46 9–5 Future Cumulative with Project Traffic Volumes – Scenario 2 ............................................. 47 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
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TABLE OF CONTENTS (continued)

LIST OF TABLES
SECTION—TABLE # PAGE
4–1 Existing Public Transit Routes ................................................................................................. 14 4–2 Major Transit Stop Analysis – La Cienega Boulevard / 3rd Street ......................................... 20 6–1 Related Projects List and Trip Generation .............................................................................. 24 7–1 Project Trip Generation .................................................................................................... 29 8–1 City of Beverly Hills Signalized Intersection Operations Criteria ......................................... 35 8–2 City of Beverly Hills Two-Way Stop-Controlled Intersection Operations Criteria .............. 36 9–1 Summary of Delay Values and Levels of Service – Scenario 1 ............................................. 38 9–2 Summary of Delay Values and Levels of Service – Scenario 2 ............................................. 40 10–1 City of Beverly Hills Local Residential Street Operations Criteria ....................................... 48 10–2 Residential Street Segment Analysis Summary – Scenario 1 – Average Daily Traffic ...... 49 10–3 Residential Street Segment Analysis Summary – Scenario 1 – Peak Hours ........................ 50

APPENDICES

APPENDIX
A. Metro Local Lines 16 and 105 – Route Maps and Schedules B. Manual Traffic Count Data
C. HCM and Levels of Service Explanation
Scenario 1 HCM Data Worksheets – Weekday AM and PM Peak Hours D. HCM and Levels of Service Explanation
Scenario 2 HCM Data Worksheets – Weekday AM and PM Peak Hours LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
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LOCAL TRANSPORTATION ASSESSMENT
8844 BURTON WAY
City of Beverly Hills, California
May 1, 2025

1.0 INTRODUCTION
This Local Transportation Assessment (“LTA”) has been conducted to identify and evaluate the potential transportation effects of the proposed 8844 Burton Way project (“Project”) located at 8844 Burton Way (“Project Site”) in the City of Beverly Hills. The Project Site is generally bounded by Burton Way to the north, a one-way westbound public alley to the south, Swall Drive to the west, and Clark Drive to the east. The Project Site location and general vicinity are shown in Figure 1–1.

The transportation analysis follows the City of Beverly Hills (“City”) Resolution No. 19011

(“Resolution”). In compliance with the California Environmental Quality Act (“CEQA”), the City’s Resolution identifies vehicle miles traveled (“VMT”) as the primary metric for evaluating a project’s transportation impacts. Accordingly, a separate transportation analysis2 has been
prepared to provide a VMT analysis for the Project, as well as other transportation analyses required by CEQA. In addition, the City’s Resolution requires that land use projects continue to perform a Level of Service (“LOS”) analysis to inform decision makers on the overall transportation effects of a project. Per Exhibit B of the Resolution, the LOS analysis should be prepared in an LTA in accordance with the City’s Local Transportation Assessment Guidelines3 (“Local TAG”). This LTA evaluates potential changes to operations due to Project-related traffic at six key intersections in the vicinity of the Project Site. Per the City’s Local TAG, the Highway Capacity Manual4 (“HCM”) method was used to determine average control delays and corresponding LOS at the study intersections. In addition, a review of operations with the addition of Project-related traffic on one local residential street segment in the vicinity of the Project Site, Clark Drive between Dayton Way and Clifton Way, was prepared.

This LTA (i) presents existing traffic volumes, (ii) includes existing traffic volumes with the forecast net new traffic volumes from the proposed Project, (iii) forecasts future cumulative baseline traffic volumes, (vi) forecasts future traffic volumes with the proposed Project, (v) determines future operations at the study intersections with Project-related traffic, and (vi) provides a review of operations with the addition of Project-related traffic on Clark Drive between Dayton Way and Clifton Way.
1 Resolution No. 1901, City of Beverly Hills, October 2019. 2 8844 Burton Way Residential Project – Class 32 Categorical Exemption Transportation Analysis, LLG, March 12, 2025.
3 Local Transportation Assessment Guidelines, City of Beverly Hills, October 2019. 4 Highway Capacity Manual 7th Edition, Transportation Research Board of the National Academies of SciencesEngineering-Medicine, 2022. -1-
Vicinity Map
8844 Burton Way
Figure 1-1
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1.1 Study Area
Six (6) study intersections have been identified for evaluation during the weekday morning (“AM”) and afternoon (“PM”) commute peak hours. The study intersections were evaluated from 7:00 AM to 9:00 AM to determine the weekday AM peak commute hour, and 4:00 PM to 6:00 PM to determine the weekday PM peak commute hour. The six study intersections provide local access to the study area and define the extent of the boundaries for this LTA. Further discussion of the existing street system and study area is provided in Section 4.0.

The general location of the Project in relation to the study locations and surrounding street system is presented in Figure 1–1. The LTA study area is generally comprised of those locations which have the greatest potential to experience traffic due to the proposed Project. In the transportation engineering practice, the study area generally includes those intersections that are:
a. Immediately adjacent or in close proximity to the Project Site; b. In the vicinity of the Project Site that are documented to have current or projected future adverse operational issues; and
c. In the vicinity of the Project Site that are forecast to experience a relatively greater percentage of Project-related vehicular turning movements (e.g., at freeway ramp intersections).

The locations selected for analysis were based on the above criteria, the peak-hour vehicle trip generation associated with the proposed Project, the anticipated distribution of Project vehicular trips, and existing intersection/corridor operations.
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2.0 PROJECT DESCRIPTION

2.1 Site Location
The Project Site is located at 8844 Burton Way in the City of Beverly Hills. The Project Site is generally bounded by Burton Way to the north, a one-way westbound public alley to the south, Swall Drive to the west, and Clark Drive to the east. The Project Site location and general vicinity are shown in Figure 1–1.

The Project Site is located within a High-Quality Transit Area (“HQTA”) in Connect SoCal5 (“Connect SoCal 2020”), the Regional Transportation Plan/Sustainable Communities Strategy (“RTP/SCS”)6 of the Southern California Association of Governments (“SCAG”) and is currently served by local and commuter bus lines via stops located within convenient walking distance along Burton Way, Robertson Boulevard, 3rd Street, Wilshire Boulevard, La Cienega Boulevard, San Vicente Boulevard, and other nearby streets. Transit service in the Project vicinity is currently provided by the Los Angeles County Metropolitan Transportation Authority (“Metro”), the Los Angeles Department of Transportation (“LADOT”), the City of West Hollywood, and the Antelope Valley Transit Authority (“AVTA”). It is noted that SCAG has adopted an updated RTP/SCS7
(“Connect SoCal 20204”). However, as Connect SoCal 2024 has yet to be certified by the California Air Resources Board (“CARB”), the transit analysis herein is based on Connect SoCal 2020.

2.2 Existing Project Site
The existing Project Site is comprised of a 26,779 square-foot (0.615 acre) vacant lot, assigned Assessor Parcel Number (“APN”) 4335-020-009. Previously, the Project Site was improved with a two-story building that housed Temple Emanuel of Beverly Hills’ religious school facilities. The Project Site is highlighted in an aerial photograph presented in Figure 2–1.

2.3 Project Description
As currently proposed, the Project proposes the construction of a new 26-story multifamily residential development with 200 mixed-income residential units. The Project proposes to provide a total of 318 vehicular parking spaces in an onsite parking garage with three subterranean levels and two above-grade levels. Construction and occupancy of the proposed Project is planned to be completed by the year 2028. The Level 1 Plan for the proposed Project is illustrated in Figure 2–2.

Vehicular access to the Project will be provided via Clark Drive. Further discussion of the Project Site access and circulation schemes is provided in Section 3.0 5 Connect SoCal – The 2020-2045 Regional Transportation Plan/Sustainable Communities Strategy of the Southern California Association of Governments, Southern California Association of Governments, Adopted September 3, 2020. 6 Senate Bill 375, the Sustainable Communities and Climate Protection Act of 2008, requires that Metropolitan Planning Organizations (“MPO”) develop a Sustainable Communities Strategy to reduce greenhouse gas emissions through integrated transportation, land use, housing, and environmental planning. SCAG is the region’s MPO. 7 Connect SoCal – A Plan for Navigating a Brighter Future, Adopted April 4, 2024. -4-
8844 Burton Way
Figure 2-1
Aerial Photograph of Existing Project Site
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Swall
Burton
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8844 Burton Way
Figure 2-2
Level 1 Floor Plan
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3.0 SITE ACCESS AND CIRCULATION
The proposed site access scheme for the Project is displayed in Figure 2–2. A description of the proposed site access and circulation scheme is provided in the following subsections.

3.1 Existing Vehicular Site Access
The Project Site is currently fenced off, and vehicular access is unavailable. Vehicular access to the prior two-story building that housed Temple Emanuel of Beverly Hills’ religious school facilities was provided via a driveway on the west side of Clark Drive.

3.2 Vehicular Project Site Access
Vehicular access to the Project will be provided via a driveway along the west side of Clark Drive.

The Clark Drive driveway will provide access to both the subterranean and above-grade levels of the onsite parking garage. This LTA evaluates the effects of Project-related traffic on the local street system based on two vehicular site access scenarios. The two vehicular site access scenarios are described in the sections below.

3.2.1 Scenario 1: Full Vehicular Access
The first vehicular site access scenario (“Scenario 1”) evaluated in this LTA assumes that the Project’s Clark Drive driveway will accommodate full vehicular access (i.e., left-turn and rightturn ingress and egress movements will be permitted).

3.2.2 Scenario 2: Right In/Left Out
The second vehicular site access scenario (“Scenario 2”) evaluated in this LTA assumes that the Project’s Clark Drive driveway will accommodate right-turn only ingress movements and left-turn only egress movements (i.e., left-turn ingress movements and right-turn egress movements will be prohibited).

3.3 Pedestrian Project Site Access
Public sidewalks are currently provided along the Project Site’s Burton Way, Swall Drive, and Clark Drive frontages. Figure 3–1 shows the existing pedestrian, bicycle, and transit facilities within an approximately one-quarter mile radius (i.e., 1,320 feet) from the Project Site. As presented in Figure 3–1, American with Disabilities Act (“ADA”) access ramps (including some with yellow truncated domes), as well as crosswalks are provided at all the nearby signalized intersections within the immediate vicinity of the Project Site.

3.4 Bicycle Project Site Access
Bicycle access to the Project Site is facilitated by the City’s bicycle network, as well as the City of Los Angeles’s bicycle network. As shown in Figure 3–1, Class II Bicycle Lanes are provided on eastbound and westbound Burton Way in the immediate Project Site vicinity. Additionally, Clifton Way is designated as a Class III Bicycle Route and is marked with sharrows. The Project -7-
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would not preclude the City from installing new and/or improved bicycle infrastructure on any roadway within the immediate vicinity of the Project Site.

The Project will provide a secure bicycle parking room on the ground floor with 44 bicycle parking spaces. Access to the Project’s bicycle parking room from the public right-of-way will be provided via the Project Site’s Clark Drive frontage.
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4.0 EXISTING STREET SYSTEM

4.1 Regional Highway System
Regional access to the Project Site is provided by the I-10 (Santa Monica) Freeway and I-405 (San Diego) Freeway. Brief descriptions of the I-10 Freeway and I-405 Freeway are provided in the following paragraphs.

I-10 (Santa Monica) Freeway is an east-west oriented freeway that extends across Southern California. In the Project vicinity, five mixed-flow freeway lanes are provided in the eastbound direction and four mixed-flow freeway lanes are provided in the westbound direction on the I-10 Freeway, with auxiliary merge/weave lanes provided between some interchanges. Eastbound ramps are provided on the I-10 Freeway at Overland Avenue/National Boulevard and Robertson Boulevard in the Project vicinity and are located approximately 4.7 miles southwest and 3.3 miles south of the Project Site, respectively. Westbound ramps are provided on the I-10 Freeway at La Cienega Boulevard and Robertson Boulevard in the Project vicinity and are located approximately

3.2 miles southeast and 2.9 miles south of the Project Site, respectively.

I-405 (San Diego) Freeway is a north-south freeway that extends across southern California from the Granada Hills area of the City of Los Angeles to Irvine. In the Project vicinity, five mainline freeway lanes (five mixed-flow lanes and one carpool lane) are provided in each direction on the I-405 Freeway, with auxiliary merge/weave lanes provided between some interchanges.

Northbound and southbound ramps are provided on the I-405 Freeway at Santa Monica Boulevard and Wilshire Boulevard in the Project vicinity, which are located approximately 4.2 and 4.3 miles west of the Project Site, respectively.

4.2 Local Roadway System
The following study intersections were selected for analysis of potential changes in operations due to the proposed Project:

1. Doheny Drive / Burton Way

2. Doheny Drive / Dayton Way

3. La Peer Drive / Burton Way

4. Robertson Boulevard / Burton Way

5. Robertson Boulevard / Dayton Way – Colgate Avenue

6. Robertson Boulevard / Clifton Way
Five of the six study intersections selected for analysis are presently controlled by traffic signals.

The Robertson Boulevard / Dayton Way – Colgate Avenue intersection is a two-way stopcontrolled (“TWSC”) intersection (i.e., stop signs face the eastbound Dayton Way and westbound -10-
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Colgate Avenue approaches. The existing lane configurations at the study intersections are displayed in Figure 4–1.

4.3 Roadway Descriptions
A brief description8 of the roadways in the Project vicinity is provided in the following paragraphs.

Doheny Drive is a north-south oriented roadway located west of the Project Site. Within the Project study area, Doheny Drive is designated as a Collector Street by the City and as an Avenue II by the City of Los Angeles. Within the Project study area, one through travel lane is provided on Doheny Drive in each direction south of Burton Way. North of Burton Way, one through travel lane is provided in the northbound direction on Doheny Drive and two through travel lanes are provided in the southbound direction on Doheny Drive in the Project study area. Separate exclusive left-turn lanes are provided on Doheny Drive in each direction at the Burton Way intersection. Separate exclusive right-turn lanes are provided on Doheny Drive in the southbound direction at the Burton Way intersection and in the northbound direction at the Dayton Way intersection. There is no speed limit posted on Doheny Drive north of Burton Way within the Project study area, thus a prima facie speed limit of 25 miles per hour is assumed, consistent with California Vehicle Code (“CVC”) Section 22352(b)(1). South of Burton Way, Doheny Drive has a posted speed limit of 25 miles per hour within the Project study area.

La Peer Drive is a north-south oriented roadway located west of the Project Site. Within the Project study area, La Peer Drive is designated as a Local Street by the City and as a Local Street – Standard by the City of Los Angeles. One through travel lane is provided on La Peer Drive in each direction within the Project study area. There is no speed limit posted on La Peer Drive within the Project study area, thus a prima facie speed limit of 25 miles per hour is assumed, consistent with CVC Section 22352(b)(1).

Clark Drive is a north-south oriented roadway that borders the Project Site to the east. Within the Project study area, Clark Drive is designated as a Local Street by the City. One through travel lane is provided on Clark Drive in each direction within the Project study area. There is no speed limit posted on Clark Drive within the Project study area, thus a prima facie speed limit of 25 miles per hour is assumed, consistent with CVC Section 22352(b)(1).

Robertson Boulevard is a north-south oriented roadway located east of the Project Site. Within the Project study area, Robertson Boulevard is designated as a Minor Arterial by the City and as an Avenue II by the City of Los Angeles. North of Clifton Way, one through travel lane is provided in the northbound direction on Robertson Boulevard and two through travel lanes are provided in the southbound direction on Robertson Boulevard in the Project study area. Separate exclusive left-turn lanes are provided on Robertson Boulevard in each direction at the Burton Way intersection. A separate exclusive right-turn lane is provided on Robertson Boulevard in the northbound direction at the Burton Way and Clifton Way intersections. South of Burton Way, 8 For reference, the street descriptions provided include designations under Chapter 3.8 – Circulation of the City of Beverly Hills General Plan Update Technical Background Report, EIP Associates, October 2005, and Mobility Plan 2035, Los Angeles Department of City Planning, December 2015. -11-
Existing Lane Configurations
8844 Burton Way
Figure 4-1
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Robertson Boulevard has a posted speed limit of 30 miles per hour within the Project study area.

South of Burton Way, Robertson Boulevard has a posted speed limit of 25 miles per hour within the Project study area.

Burton Way is an east-west oriented roadway that borders the Project Site to the north. Within the Project study area, Burton Way is designated as a Principal Arterial by the City and as an Avenue II by the City of Los Angeles. Two to three through travel lanes are provided in each direction on Burton Way in the Project study area. Class II Bicycle Lanes are provided in each direction on Burton Way in the Project study area. Separate exclusive left-turn and right-turn lanes are provided on Burton Way in each direction at the Doheny Drive, La Peer Drive, and Robertson Boulevard intersections. Within City limits, Burton Way has a posted speed limit of 25 miles per hour within the Project study area. Outside of City limits (i.e., within the City of Los Angeles), Burton Way has a posted speed limit of 35 miles per hour within the Project study area.

Dayton Way is an east-west oriented roadway located south of the Project Site. Within the Project study area, Dayton Way is designated as a Local Street by the City. East of Robertson Boulevard, Dayton Way becomes Colgate Avenue. One through travel lane is provided on Dayton Way in each direction within the Project study area. Dayton Way has a posted speed limit of 25 miles per hour within the Project study area.

Colgate Avenue is an east-west oriented roadway located southeast of the Project Site. Within the Project study area, Colgate Avenue is designated as a Local Street – Standard by the City of Los Angeles. West of Robertson Boulevard, Colgate Avenue becomes Dayton Way. One through travel lane is provided on Colgate Avenue in each direction within the Project study area. There is no speed limit posted on Colgate Avenue within the Project study area, thus a prima facie speed limit of 25 miles per hour is assumed, consistent with CVC Section 22352(b)(1).

Clifton Way is an east-west oriented roadway located south of the Project Site. Within the Project study area, Clifton Way is designated as a Local Street by the City. One through travel lane is provided on Clifton Way in each direction within the Project study area. Clifton Way is designated as a Class III Bicycle Route by the City and is marked with sharrows. Clifton Way has a posted speed limit of 25 miles per hour within the Project study area.

4.4 Public Transit Services
Public transit service within the Project study area is currently provided by Metro, LADOT, the City of West Hollywood, and AVTA. A summary of the existing transit service, including the transit route, destinations and peak hour headways is presented in Table 4–1. The existing public transit routes in the Project Site vicinity are illustrated in Figure 4–2.

4.4.1 Major Transit Stop Analysis
The Project qualifies as a Transit Priority Project (“TPP”) under Senate Bill 375 as it is located within one-half mile of an MTS and an HQTC. For a TPP to meet the transit proximity criteria required by Senate Bill 375, the project must be located within one-half mile of a "major transit stop” or “high-quality transit corridor” included in a regional transportation plan. (Public -13-
28-Apr-25

ROADWAY(S)

ROUTE DESTINATIONS NEAR SITE DIR AM PM
Metro Local Line 14 Downtown Los Angeles to Cedars-Sinai Medical Center Beverly Boulevard EB 10 4 (via Beverly Boulevard) WB 4 6
Metro Local Line 16 Downtown Los Angeles to West Hollywood 3rd Street, San Vicente Boulevard EB 13 9 (via 3rd Street and San Vicente Boulevard) WB 9 10
Metro Local Line 20 Downtown Los Angeles to Santa Monica Wilshire Boulevard EB 6 5 (via Wilshire Boulevard) WB 5 6
Metro Local Line 105 West Hollywood to Vernon La Cienega Boulevard NB 5 3 (via La Cienega Boulevard and Vernon Avenue) SB 6 5
Metro Local Line 218 Studio City to Cedars-Sinai Medical Center 3rd Street NB 1 1 (via Laurel Canyon Boulevard and Fairfax Avenue) SB 1 1 Metro Local Line 617 Culver City to Chatsworth to Pico-Robertson Burton Way, Robertson Boulevard EB 1 1 (via Beverly Drive, Burton Way, and Robertson Boulevard) WB 2 1 Metro Rapid Line 720 Downtown Los Angeles to Santa Monica Wilshire Boulevard EB 12 15 (via Wilshire Boulevard) WB 15 12
LADOT DASH Fairfax 6th and La Brea to Cedars-Sinai Medical Center 3rd Street, La Cienega Boulevard EB 2 2 (via Wilshire Boulevard, Fairfax Avenue, Melrose Avenue, and La Cienega Boulevard) WB 2 2 Table 4-1
EXISTING PUBLIC TRANSIT ROUTES [1]
NO. OF BUSES

DURING PEAK HOUR
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-14-

ROADWAY(S)

ROUTE DESTINATIONS NEAR SITE DIR AM PM
Cityline Local La Brea and Fountain to Cedars-Sinai Medical Center San Vicente Boulevard, EB 0 0 (via Santa Monica Boulevard and San Vicenter Boulevard) Beverly Boulevard WB 0 2 AVTA Route 786 Palmdale to West Los Angeles Wilshire Boulevard NB -- 1 (via Santa Monica Boulevard, Wilshire Boulevard, and La Brea Avenue) SB 1 -- Total 59 57
[1] Sources: Los Angeles County Metropolitan Transportation Authority ("Metro") website, 2025.

Los Angeles Department of Transportation ("LADOT") Transit website, 2025. City of West Hollywood Cityline website, 2025. Antelope Valley Transit Authority ("AVTA") website, 2025.

EXISTING PUBLIC TRANSIT ROUTES [1]
NO. OF BUSES

DURING PEAK HOUR
Table 4-1 (Continued)
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-15-
Existing Public Transit Routes
8844 Burton Way
Figure 4-2 O:\JOB_FILE\4679\gis
Date: 4/28/2025
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
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Resources Code Section 21155(b).) An HQTC is defined as a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours. (Id.) An MTS is defined as a site containing: 1) an existing rail or bus rapid transit station, 2) a ferry terminal served by either a bus or rail transit station, or 3) the intersection of two or more major bus routes with a frequency of service interval of 20 minutes or less during the morning and afternoon peak commuter periods. (Public Resources Code Section 21064.3).

SCAG’s Connect SoCal 2020 plan is the official regional transportation plan for the SCAG area.

As described herein, Connect SoCal 2020 identifies the Project Site as being located within a HQTA, which is defined as the area within one-half mile of an MTS or HQTC. Accordingly, as reflected by the adopted Connect SoCal plan, the Project Site meets the transit proximity requirements required by Public Resources Code Section 21155(b).

The Project Site’s qualifying transit proximity can be further confirmed through an analysis of nearby transit headways. The Project Site is served by numerous existing public transit lines including Metro Local Lines 16 and 105, both of which provide stops at the La Cienega Boulevard / 3rd Street intersection located within a one-half mile radius of the Project Site. Figure 4–3 depicts Metro Local Lines 16 and 105, as well as the stops serving these bus lines located within a halfmile radius of the Project Site.

Metro Local Line 16 provides daily service in the eastbound and westbound directions along the 3rd Street corridor from the City of West Hollywood to Downtown Los Angeles. Metro Local Line 105 provides daily service from the City of West Hollywood to the City of Vernon. In the Project Site vicinity, Metro Local Line 105 runs in the northbound and southbound directions along La Cienega Boulevard.

Page 83 ends

methodology for determining peak period bus service intervals (also called frequency). SCAG utilizes the peak commute periods defined in SCAG’s regional travel demand model (i.e., the weekday morning peak period is from 6:00 AM to 9:00 AM, and the afternoon peak period is from 3:00 PM to 7:00 PM). The peak frequency is calculated by dividing 420 minutes (i.e., the total seven-hour peak commute period converted to minutes) by the total population of bus trips occurring during the combined peak periods. Bus lines must have an average service frequency of 20 minutes or less over the seven-hour period to meet the MTS criteria.

To identify the number of bus trips occurring during the peak commute hours, the total number of trips from the line’s point of origin is looked at, and a trip is included if its median time falls within the AM or PM peak period. To calculate the median time, the time at the trip origin is subtracted from the arrival time at the final station, divided by two, and then added to the origin time. For example, for an eastbound Metro Local Line 16 trip departing the bus stop at the intersection of San Vicente Boulevard and Sunset Boulevard at 5:39 AM and arriving at the bus stop at the intersection of 6th Street and Los Angeles Street at 6:26 AM, the total trip time is 47 minutes, therefore the median time would be 6:03 AM. This trip would therefore be included as occurring within the AM peak period.
-17-
Major Transit Stop Analysis - La Cienega Boulevard / 3rd Street 8844 Burton Way
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Date: 4/28/2025
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Project Site

0.5-Mile Radius From Project Site
Metro Local Line 16
Metro Local Line 105
Bus Stop Serving Metro Local Line 16 or 105
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
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The peak hour headways and service frequency (in minutes) in effect at the time of the preparation of this LTA are summarized in Table 4–2. The Metro Local Line 16 and Metro Local Line 105 schedules are provided in Appendix A. Eligible trips are boxed in red on the schedules provided in Appendix A. As shown in Table 4–2, the average service frequency for Metro Local Line 16 during the peak periods is 5.6 minutes for the eastbound direction and 6.3 for the westbound direction. Similarly, as shown in Table 1, the average service frequency for Metro Local Line 105 during the peak periods is 12.0 minutes for the northbound direction and 11.1 minutes for the southbound direction. As the intersecting lines provide an average service frequency of 20 minutes or less in each direction during the peak periods, the intersection of La Cienega Boulevard / 3rd Street qualifies as an MTS.

It is noted that the northernmost start and end point for some Metro Local Line 105 trips is the Washington/Fairfax Transit Hub in the City of Los Angeles. Metro Local Line 105 trips starting or ending at the Washington/Fairfax Transit Hub do not service the stops on La Cienega Boulevard at the 3rd Street intersection. The Metro Local Line 105 trips starting and ending at the Washington/Fairfax Transit Hub were not included in the peak hour headways and average service frequencies shown in Table 4–2. Therefore, the peak hour headways and average service frequencies shown in Table 4–2 for Metro Local Line 105 are applicable.

Based on the analysis provided herein, both Metro Local Lines 16 and 105 have a service frequency of 20 minutes or less during the peak periods. Therefore, the intersection of La Cienega Boulevard / 3rd Street qualifies as an MTS based on the SCAG criteria. Accordingly, as the Project Site is located within one-half mile of an MTS, the Project meets the required transit proximity under Public Resources Code Section 21155(b).

4.5 Active Transportation
The Project was reviewed for potential conflicts with adopted plans and policies related to active transportation. The Project Site is located along the south side of Burton Way, which provides access and connectivity to pedestrian and transit networks in the direct Project vicinity. Class II Bicycle Lanes are provided along the Project’s Burton Way frontage. The Project would not preclude the City from installing new and/or improved bicycle infrastructure on Burton Way or any other roadway within the immediate vicinity of the Project Site. The Project will provide bicycle parking for use by residents and visitors of the Project. -19-
30-Apr-25

ROUTE DIR AM PM
Metro Local Line 16 EB 33 42 5.6
WB 28 39 6.3
Metro Local Line 105 NB 18 17 12.0
SB 15 23 11.1
[1] Source: Southern California Association of Governments ("SCAG")[2] AM Peak Hours: 6:00 AM - 9:00 AM / PM Peak Hours: 3:00 PM - 7:00 PM[3] Bus routes must have an average service frequency of 20 minutes or less over the seven-hour peak period.

YESYES
Table 4-2
LA CIENEGA BOULEVARD / 3RD STREET
MAJOR TRANSIT STOP ANALYSIS [1]
NO. OF BUSES
DURING PEAK HOURS [2] ELIGIBLE ROUTE [3]

AVERAGE FREQUENCY

IN PEAK HOURS
(MINUTES)
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx

5.0 TRAFFIC COUNTS
Manual traffic counts of vehicular turning movements were conducted on Wednesday, February 14, 2024, at the six study intersections during the weekday AM and PM commuter periods to determine the peak hour traffic volumes. The manual traffic counts at the study intersections were conducted from 7:00 AM to 9:00 AM, as well as 4:00 PM to 6:00 PM to determine the weekday AM and PM peak commute hours.

Additionally, automatic 24-hour machine traffic counts were conducted on Wednesday, February 14, 2024, Clark Drive (between Dayton Way and Clifton Way) to determine the weekday and average daily traffic (“ADT”) on the segment.

The traffic counts were conducted on Wednesday, February 14, 2024. To represent year 2025 conditions, the weekday AM and PM peak hour and ADT count data from 2024 were increased by a 1.0% annual traffic growth rate through the year 2025 to estimate current year traffic volumes.

Further discussion of the annual traffic growth rate is provided in Section 6.2.

The existing traffic volumes at the study intersections during the weekday AM and PM peak hours are shown in Figure 5–1. Summary data worksheets of the manual traffic counts at the study intersections, as well as ADT counts are contained in Appendix B. -21-
Existing Traffic Volumes
8844 Burton Way
Figure 5-1
Clifton
Burton
Dayton Colgate Hamel
Sherbourne
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La Peer Peer
Alden
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La Peer Peer
Swall
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Sherbourne
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S Doheny Dr N Doheny Dr S San Vicente Blvd N Doheny Dr
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Date: 4/28/2025
Time: 5:49 PM
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6.0 CUMULATIVE DEVELOPMENT PROJECTS

6.1 Related Projects
A forecast of on-street traffic conditions prior to occupancy of the proposed Project was prepared by incorporating the potential trips associated with other known development projects (related projects) in the area. With this information, the potential effect of the Project can be evaluated within the context of the cumulative effect of all ongoing development. The related projects research was based on information on file at the City’s Community Development Department, LADOT, and the City of West Hollywood Community Development Department within a 0.5- mile radius of the Project Site. The list of related projects in the Project Site area is presented in Table 6–1. The location of the related projects is shown in Figure 6–1.

Traffic volumes expected to be generated by the related projects were calculated using rates provided in the Institute of Transportation Engineers’ (“ITE”) Trip Generation Manual. 9 The
related projects’ respective traffic generation for the weekday AM and PM peak hours, as well as on a daily basis for a typical weekday, is summarized in Table 6–1. The distribution of the related projects traffic volumes to the study intersections during the weekday AM and PM peak hours are displayed in Figure 6–2.

6.2 Ambient Traffic Growth Factor
In order to account for unknown related projects not included in this analysis, the existing traffic volumes were increased at an annual rate of 1.0 percent (1.0%) per year to and including the year 2028 (i.e., the anticipated year of Project build-out). The ambient growth factor was based on general traffic growth factors provided in the 2010 Congestion Management Program for Los Angeles County10 (“CMP manual”). It is noted that based on review of the general traffic growth factors provided in the CMP manual for the Project study area (i.e., Regional Statistical Area [“RSA”] 17, West/Central Los Angeles) it is anticipated that the existing traffic volumes are expected to increase at an annual rate of approximately 0.20% per year between the years 2020 and 2028. Thus, application of an annual growth factor of 1.0% annual growth provides a conservative, worst case forecast of future traffic volumes in the area as it substantially exceeds the annual traffic growth rate published in the CMP manual. Further, it is noted that the CMP manual’s traffic growth rate is intended to anticipate future traffic generated by development projects in the Project vicinity. Thus, the inclusion in this traffic analysis of both a forecast of traffic generated by known related projects plus the use of an ambient growth traffic factor based on CMP traffic model data results in an even more conservative estimate of future traffic volumes at the study intersections.
9 Institute of Transportation Engineers Trip Generation Manual, 11th Edition, Washington, D.C., 2021. 10 2010 Congestion Management Program, Los Angeles County Metropolitan Transportation Authority, 2010. -23-
Table 6-1
RELATED PROJECTS LIST AND TRIP GENERATION [1]
23-Apr-25

PROJECT DAILY AM PEAK HOUR PM PEAK HOUR
MAP PROJECT NAME/ PROJECT ADDRESS/ LAND USE DATA DATA TRIP ENDS [2] VOLUMES [2] VOLUMES [2] NO. PROJECT NUMBER STATUS LOCATION LAND-USE SIZE SOURCE VOLUMES IN OUT TOTAL IN OUT TOTAL City of Beverly Hills [3]
1 8800 Burton Way Approved 8800 Burton Way Apartments 21 DU [4] 349 15 17 32 18 11 29 Mixed-Use Project Affordable Housing 3 DU
Restaurant 2,261 GSF
2 244-256 N. Clark Drive Proposed 244-256 N. Clark Drive Senior Housing 55 DU [5] 178 4 7 11 8 6 14 Senior Housing Project
3 412 N. Oakhurst Drive Approved 412 N. Oakhurst Drive Apartments 52 DU [6] 236 4 15 19 12 8 20 Residential Project
4 177 S. Robertson Boulevard Project Proposed 177 S. Robertson Boulevard Apartments 59 DU [6] 268 5 17 22 14 9 235 227-231 Swall Drive Proposed 227-231 Swall Drive Condominiums 23 DU [6] 104 2 7 9 5 4 9 Residential Project
6 8811 Wilshire Boulevard Project Approved 8811 Wilshire Boulevard Apartments 42 DU [6] 191 4 12 16 10 6 16 7 9030 Wilshire Boulevard Proposed 9030 Wilshire Boulevard Automobile Dealership 15,738 GSF [7] 438 21 8 29 15 23 38 Automobile Dealership Project
8 9150 Wilshire Boulevard Approved 9150 Wilshire Boulevard Medical Office 11,000 GSF [8] 396 27 7 34 13 30 43 Medical Office Project
9 201 S. Arnaz Drive Proposed 201 S. Arnaz Drive Apartments 35 DU [9] 107 3 7 10 6 3 9 Residential Project
10 346 N. Maple Drive Proposed 346 N. Maple Drive Apartments 65 DU [10] 216 4 9 13 8 7 15 Residential Project
11 328 N. Oakhurst Drive Proposed 328 N. Oakhurst Drive Apartments 38 DU [6] 173 3 11 14 9 6 15 Residential Project
12 401 N. Oakhurst Drive Proposed 401 N. Oakhurst Drive Apartments 30 DU [11] 86 3 2 5 3 3 6 Residential Project
13 8833 Wilshire Boulevard Project Proposed 8833 Wilshire Boulevard Apartments 101 DU [6] 459 9 28 37 24 15 39 City of Los Angeles [12]
14 Cedars-Sinai Medical Center Approved 8700 Beverly Boulevard Hospital 203 Beds [13] 3,967 234 95 329 92 236 328 Seismic Upgrade Wing Project
15 8713 W. Beverly Boulevard Approved 8713 W. Beverly Boulevard Apartments 30 DU 626 11 15 26 30 26 56 Mixed-Use Project Office 3,416 GSF
Retail 5,475 GSF
Gallery 500 GSF
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-24-
Table 6-1 (Continued)
RELATED PROJECTS LIST AND TRIP GENERATION [1]

PROJECT DAILY AM PEAK HOUR PM PEAK HOUR
MAP PROJECT NAME/ PROJECT ADDRESS/ LAND USE DATA DATA TRIP ENDS [2] VOLUMES [2] VOLUMES [2] NO. PROJECT NUMBER STATUS LOCATION LAND-USE SIZE SOURCE VOLUMES IN OUT TOTAL IN OUT TOTAL 16 Our Lady of Mt. Lebanon Proposed 333 S. San Vicente Boulevard Apartments 153 DU [14] 650 11 32 43 32 21 53 Church 31,342 GSF
17 333 La Cienega Approved 333 S. La Cienega Boulevard Apartments 145 DU [15] 2,020 35 71 106 114 77 191 Supermarket 27,685 GSF
Restaurant 3,370 GSF
18 Beverly Plaza Approved 400 S. San Vicente Boulevard Apartments 113 DU [16] 795 44 60 104 45 19 64 Affordable Housing 14 DU
Restaurant 12,900 GSF
City of West Hollywood [17]
19 8817 Ashcroft Avenue Proposed 8817 Ashcroft Avenue Apartments 30 DU [6] 136 3 8 11 7 5 12 Mixed-Use Project Commercial 2,743 GSF [18] 149 4 2 6 9 9 18 20 8816 Beverly Boulevard Proposed 8816 Beverly Boulevard Apartments 104 DU [19] 472 10 18 28 18 15 33 Mixed-Use Project Affordable Housing 26 DU [19] 118 2 5 7 4 4 8 21 8811 Beverly Boulevard Proposed 8811 Beverly Boulevard Commercial 16,485 GSF [18] 898 23 16 39 55 54 109 Commercial Project
22 8763 Rosewood Avenue Project Proposed 8763 Rosewood Avenue Retail 4,945 GSF [18] 269 7 5 12 17 16 33 13,301 488 474 962 568 613 1,181
[1] Trip generation for the related projects are based on ITE Trip Generation Manual , 11th Edition, 2021, unless otherwise noted.[2] Trips are one-way traffic movements, entering or leaving.[3] Source: Project descriptions based on available information from the City of Beverly Hills Community Development Department Related Projects List, April 3, 2025.[4] Source: 8800 Burton Way Mixed-Use Project Trip Generation, prepared by KOA, May 2024.[5] ITE Land Use Code 252 (Senior Adult Housing - Multifamily) trip generation average rates.[6] ITE Land Use Code 221 (Multifamily Housing [Mid-Rise]) trip generation average rates.[7] ITE Land Use Code 840 (Automobile Sales [New]) trip generation average rates.[8] ITE Land Use Code 720 (Medical-Dental Office Building) trip generation average rates.[9] Source: 201 S. Arnaz Drive Residential Project Trip Generation and Vehicle Miles Traveled Screening Assessment, prepared by Linscott, Law & Greenspan, Engineers, April 2024. [10] Source: 346 N. Maple Drive Residential Project Trip Generation and Vehicle Miles Traveled Screening Assessment, prepared by Linscott, Law & Greenspan, Engineers, March 2024.[11] Source: 401 N. Oakhurst Drive Residential Project Trip Generation and Vehicle Miles Traveled Screening Assessment, prepared by Linscott, Law & Greenspan, Engineers, April 2024.[12] Source: Los Angeles Department of Transportation Related Projects List, unless otherwise noted.[13] Source: Transportation Assessment for the Cedars-Sinai Medical Center Seismic Upgrade Wing Project, prepared by Linscott, Law & Greenspan, Engineers, April 2021.[14] Source: Traffic Impact Study for Our Lady of Mt. Lebanon Project, prepared by Linscott, Law & Greenspan, Engineers, April 2019.[15] Source: 333 La Cienega Boulevard Traffic Study, prepared by The Mobility Group, March 2015. [16] Source: Transportation Assessment for Beverly Plaza, prepared by Gibson Transportation Consulting, Inc., May 2023.[17] Source: Project descriptions based on available information from the City of West Hollywood Interactive Project Information Map.[18] ITE Land Use Code 822 (Strip Retail Plaza [<40k]) trip generation average rates.[19] ITE Land Use Code 222 (Multifamily Housing [High-Rise]) trip generation average rates.

TOTAL
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-25-
Location of Related Projects
8844 Burton Way
Figure 6-1
Vicente
San
Oakwood
Burton
Dayton
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Sherbourne
Wetherly
Peer
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Drexel
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Allen
Oakhurst
Crescent
Arden
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Dayton
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Cienega
Rexford
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othill
Peer
Gale
Stanley
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Hillcrest
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Charleville
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Date: 4/28/2025
Time: 2:54 PM
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City of Los Angeles
City of Beverly Hills
City of West Hollywood
Project Site

0.5-Mile Radius From Project Site
Jurisdictional Boundary
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-26-
Related Projects Traffic Volumes
8844 Burton Way
Figure 6-2
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Date: 4/28/2025
Time: 5:59 PM
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx

7.0 TRAFFIC FORECASTING METHODOLOGY
In order to evaluate the traffic operational characteristics related to the proposed Project, a multistep process has been utilized. The first step is trip generation, which estimates the total arriving and departing traffic volumes on a peak hour and daily basis. The traffic generation potential is forecast by applying the appropriate vehicle trip generation equations or rates to the Project development tabulation.

The second step of the forecasting process is trip distribution, which identifies the origins and destinations of inbound and outbound Project traffic volumes. These origins and destinations are typically based on demographics and existing/anticipated travel patterns in the study area.

The third step is traffic assignment, which involves the allocation of Project traffic to study area streets and intersections. Traffic assignment is typically based on minimization of travel time, which may or may not involve the shortest route, depending on prevailing operating conditions and travel speeds. Traffic distribution patterns are indicated by general percentage orientation, while traffic assignment allocates specific volume forecasts to individual roadway links and intersection turning movements throughout the study area.

With the forecasting process complete and Project traffic assignments developed, the traffic effects of the proposed Project is isolated by comparing operational (i.e., LOS) conditions at the selected key intersections using existing and expected future traffic volumes without and with forecast Project traffic. The need for site-specific and/or cumulative local area traffic improvements can then be evaluated.

7.1 Project Traffic Generation
Traffic volumes expected to be generated by the proposed Project during the weekday AM and PM peak hours, as well as on a daily basis were estimated using rates published in the ITE Trip Generation Manual. The following trip generation rates were used to forecast the traffic volumes expected to be generated by the Project:
 Apartments: ITE Land Use Code 222 (Multifamily Housing [High-Rise]) trip generation average rates were used to forecast the traffic volumes expected to be generated by the Project.

As discussed herein, the Project is located within a 0.5-mile radius of the La Cienega Boulevard / 3rd Street intersection, an MTS. Additionally, the Project Site is located in close proximity to many bus stops serving local/regional transit lines, including bus stops on Wilshire Boulevard serving Metro Rapid Line 720. While it is anticipated that some Project residents and visitors will utilize public transit in lieu of private automobile, a public transit adjustment was not made to provide a conservative forecast of the Project’s trip generation.

As shown in Table 7–1, the Project is expected to generate 54 net new vehicle trips (18 inbound trips and 36 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the Project is expected to generate 64 net new vehicle trips (36 inbound trips and 28 outbound -28-

DAILY AM PEAK HOUR PM PEAK HOUR
TRIP ENDS [2] VOLUMES [2] VOLUMES [2]

LAND USE SIZE VOLUMES IN OUT TOTAL IN OUT TOTAL
Proposed Project
Apartments [3] 200 DU 908 18 36 54 36 28 64
NET INCREASE DRIVEWAY TRIPS 908 18 36 54 36 28 64
[1] Source: ITE Trip Generation Manual, 11th Edition, 2021. [2] Trips are one-way traffic movements, entering or leaving.[3] ITE Land Use Code 222 (Multifamily Housing [High-Rise]) trip generation average rates. - Weekday Daily Trip Rate: 4.54 trips/dwelling unit; 50% inbound/50% outbound - AM Peak Hour Trip Rate: 0.27 trips/dwelling unit; 34% inbound/66% outbound - PM Peak Hour Trip Rate: 0.32 trips/dwelling unit; 56% inbound/44% outbound 29-Apr-25
Table 7-1
PROJECT TRIP GENERATION [1]
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx
trips). Over a 24-hour period, the Project is forecast to generate 908 daily trips ends (approximately 454 inbound trips and 454 outbound trips) during a typical weekday.

7.2 Project Traffic Distribution and Assignment
Project traffic volumes both entering and exiting the site have been distributed and assigned to the adjacent street system based on the following considerations:
 The site's proximity to major traffic corridors (i.e., Burton Way, Robertson Boulevard, etc.);
 Expected localized traffic flow patterns based on adjacent roadway channelization and presence of traffic signals;
 Existing intersection traffic volumes;
 Ingress/egress availability at the Project Site assuming the site access and circulation schemes described in Section 3.0;
 The location of existing and proposed parking areas; and  Nearby population and employment centers as well as adjacent residential neighborhoods.

The general, directional traffic distribution patterns for the proposed Project are presented in Figures 7–1 and 7–2 for Scenarios 1 and 2, respectively. The forecast net new Project traffic volumes during the weekday AM and PM peak hours at the study intersections are presented in Figures 7–3 and 7–4 for Scenarios 1 and 2, respectively. The traffic volume assignments presented in Figures 7–3 and 7–4 reflect the traffic distribution characteristics shown in Figures 7–1 and 7–2, and the Project traffic generation forecast presented in Table 7–1. -30-
Project Trip Distribution - Scenario 1
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Date: 4/30/2025
Time: 10:16 AM
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O:\JOB_FILE\4679\gis
Date: 4/30/2025
Time: 2:42 PM
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O:\JOB_FILE\4679\gis
Date: 4/30/2025
Time: 10:28 AM
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Date: 4/30/2025
Time: 2:53 PM
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LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx

8.0 TRAFFIC OPERATIONS ANALYSIS METHODOLOGY
Operations at the six study intersections were evaluated using the HCM 7th Edition method of analysis based on the criteria set forth in the City’s Local TAG. Specifically, the HCM 7th Edition methodology estimates the average control delay for each of the subject movements and determines the LOS for each constrained movement. The overall intersection average control delay is subsequently assigned a LOS value to describe intersection operations. Intersection analyses were prepared utilizing the HCS 2023 software package, which implements the HCM 7th Edition operational methods. In addition, specifics such as traffic volume data, lane configurations, available vehicle storage lengths, crosswalk locations, posted speed limits, traffic signal timing and phasing for signalized locations, etc., were coded in the HCS 2023 software.

The Levels of Service under the HCM 7th Edition methodologies for signalized intersections vary from LOS A (free flow) to LOS F (jammed condition). A description of the HCM 7th Edition method and corresponding LOS are provided in Appendix C and D.

8.1 Intersection Operations Criteria
The relative effects of the added Project traffic volumes to be generated by the proposed Project during the weekday AM and PM peak hours were evaluated based on analysis of future operating conditions at the study intersections, without and with the proposed Project. The previously discussed capacity analysis procedures were utilized to evaluate the future delay relationships and service level characteristics at each study intersection.

The potential effects of Project-generated traffic were evaluated using the traffic operations criteria set forth in the City’s Local TAG. According to the City’s Local TAG, the operations criteria at signalized and two-way stop-controlled (“TWSC”) intersections are exceeded if the Project-related increase in delay is equal to or exceeds the thresholds presented in Tables 8–1 and 8–2, respectively.

Table 8-1

CITY OF BEVERLY HILLS

SIGNALIZED INTERSECTION OPERATIONS CRITERIA
Final Delay Level of Service Project Related Increase in Delay > 35.0 – 55.0 seconds D equal to or greater than 10 seconds > 55.0 seconds E or F equal to or greater than 5 seconds -35-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx
Table 8-2

CITY OF BEVERLY HILLS

TWO-WAY STOP CONTROLLED INTERSECTION OPERATIONS CRITERIA Final Delay Level of Service Project Related Increase in Delay > 35.0 – 50.0 seconds E
LOS D or better to LOS E or worse; and
meets the peak hour warrant for a traffic
signal.
> 50.0 seconds F
LOS E to LOS F, or > 10 seconds of
delay for worst-case approach if already
at LOS F; and meets the peak hour
warrant for a traffic signal.

As required by the City, measures may be required whenever traffic generated by the proposed development causes an increase of the analyzed intersection delay by an amount equal to or greater than the values shown above.

8.2 Traffic Operations Analysis Scenarios
LOS calculations have been prepared for the following scenarios for the study intersections:
(a) Existing (2025) conditions.
(b) Condition (a) with completion and occupancy of the Project. (c) Condition (b) with implementation of Project improvement measures where necessary.
(d) Condition (a) plus one percent (1.0%) annual ambient traffic growth through year 2028 and with completion and occupancy of the related projects (i.e., Future Cumulative Baseline).
(e) Condition (d) with completion and occupancy of the Project. (f) Condition (e) with implementation of Project improvement measures where necessary.

The traffic volumes for each new condition were added to the volumes in the prior condition to determine the change in delay at the study intersections. -36-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx

9.0 TRAFFIC ANALYSIS
The traffic analysis prepared for the study intersections using the HCM 7th Edition methodology and application of the City’s traffic operations criteria is summarized in Tables 9–1 and 9–2 for Scenarios 1 and 2, respectively. The HCS 2023 data worksheets for the analyzed intersections under Scenarios 1 and 2 are contained in Appendix C and D, respectively.

9.1 Existing Conditions

9.1.1 Existing Conditions
As indicated in column [1] of Tables 9–1 and 9–2, four of the six study intersections are presently operating at LOS D or better during the weekday AM and PM peak hours under Existing conditions. The following intersections are expected to operate at LOS E or worse during the peak hours shown below under Existing conditions:
 Int. No. 1: Doheny Drive / Burton
Way
PM Peak Hour: Delay = 56.8 sec., LOS E
 Int. No. 4: Robertson Boulevard /
Burton Way
PM Peak Hour: Delay = 70.6 sec., LOS E
The existing traffic volumes at the study intersections during the weekday AM and PM peak hours are displayed in Figure 5–1.

9.1.2 Existing with Project Conditions
As shown in column [2] of Tables 9–1 and 9–2, application of the City’s threshold criteria to the Existing with Project scenario indicates that the Project is not expected to exceed the operations criteria at any of the six study intersections under both Scenario 1 and 2. Therefore, no transportation improvement measures are required or recommended with respect to these intersections under Existing with Project conditions under both Scenario 1 or 2. The Existing with Project traffic volumes at the study intersections under Scenarios 1 and 2 during the weekday AM and PM peak hours are illustrated in Figures 9–1 and 9–2, respectively.

9.2 Future Conditions

9.2.1 Future Cumulative Baseline Conditions
The Future Cumulative Baseline conditions were forecasted based on the addition of traffic generated by the completion and occupancy of the related projects, as well as the growth in traffic due to the combined effects of continuing development, intensification of existing developments and other factors (i.e., ambient growth). The delay values at the study intersections are incrementally increased with the addition of ambient traffic and traffic generated by the related projects listed in Table 6–1.

As presented in column [3] of Tables 9–1 and 9–2, three of the six study intersections are expected to operate at LOS D or better during the weekday AM and PM peak hours with the addition of growth in ambient traffic and related project traffic under Future Cumulative Baseline conditions. -37-
Table 9-1
SUMMARY OF DELAY VALUES AND LEVELS OF SERVICE [A]
SCENARIO 1
30-Apr-25
[1] [2] [3] [4]
YEAR 2025 CHANGE YEAR 2028 YEAR 2028 CHANGE
YEAR 2025 EXISTING IN CRITERIA FUTURE CUMULATIVE FUTURE CUMULATIVE IN CRITERIA

PEAK EXISTING WITH PROJECT DELAY EXCEEDED BASELINE WITH PROJECT DELAY EXCEEDED NO. INTERSECTION HOUR DELAY [B] LOS [C] DELAY [B] LOS [C] [(2)-(1)] [D] DELAY [B] LOS [C] DELAY [B] LOS [C] [(4)-(3)] [D] 1 Doheny Drive / AM 30.7 C 31.0 C 0.3 NO 33.7 C 34.2 C 0.5 NO Burton Way PM 56.8 E 58.4 E 1.6 NO 67.4 E 69.2 E 1.8 NO 2 Doheny Drive / AM 17.0 B 17.1 B 0.1 NO 18.0 B 18.0 B 0.0 NO Dayton Way PM 15.4 B 15.4 B 0.0 NO 15.9 B 15.9 B 0.0 NO 3 La Peer Drive / AM 15.8 B 15.8 B 0.0 NO 16.1 B 16.2 B 0.1 NO Burton Way PM 20.8 C 21.0 C 0.2 NO 22.5 C 22.9 C 0.4 NO 4 Robertson Boulevard / AM 33.2 C 34.2 C 1.0 NO 39.4 D 41.6 D 2.2 NO Burton Way PM 70.6 E 73.4 E 2.8 NO 85.4 F 89.0 F 3.6 NO 5 Robertson Boulevard / AM 17.8 C 16.0 C -1.8 NO 37.0 E 32.4 D -4.6 NO Dayton Way - Colgate Avenue [E] PM 28.5 D 28.7 D 0.2 NO 41.3 E 41.9 E 0.6 NO 6 Robertson Boulevard / AM 17.2 B 17.3 B 0.1 NO 18.5 B 18.6 B 0.1 NO Clifton Way PM 16.9 B 17.0 B 0.1 NO 17.9 B 18.1 B 0.2 NO

WEEKDAY AM AND PM PEAK HOURS
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-38-
[A] Pursuant to the City of Beverly Hills Local Transportation Assessment Guidelines, October 2019, the Highway Capacity Manual ("HCM") methodology for signalized intersections was utilized to calculate delay values and levels of service. [B] Control delay reported in seconds per vehicle.
[C] Signalized Intersection Levels of Service were based on the following criteria:

Control Delay (s/veh) LOS
<= 10 A
> 10-20 B> 20-35 C> 35-55 D> 55-80 E
> 80 F
Two-Way Stop-Controlled Intersection Levels of Service were based on the following criteria:

Control Delay (s/veh) LOS
<= 10 A
> 10-15 B> 15-25 C> 25-35 D> 35-50 E
> 50 F
[D] According to the City of Beverly Hills, signalized intersection operations shall be evaluated based on the following criteria:

Level of Service Average Total Delay (s/veh) Project-Related Increase in Delay (s/veh) D > 35.0 - 55.0 equal to or greater than 10 seconds
E or F > 55.0 equal to or greater than 5 seconds
According to the City of Beverly Hills, Two-Way Stop-Controlled intersection operations shall be evaluated based on the following criteria:

Level of Service Average Total Delay (s/veh) Project-Related Increase in Delay (s/veh) E > 35.0 - 50.0 LOS D or better to LOS E or worse;
and meets the peak hour warrant for a traffic signal
F > 50.0 LOS E to LOS F, or > 10 seconds of delay for worst-case approach if already at LOS F; and meets the peak hour warrant for a traffic signal [E] Two-Way Stop Controlled intersection. Reported values represent the delay (in seconds) associated with the most constrained approach of the intersection.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-39-
Table 9-2
SUMMARY OF DELAY VALUES AND LEVELS OF SERVICE [A]
SCENARIO 2
30-Apr-25
[1] [2] [3] [4]
YEAR 2025 CHANGE YEAR 2028 YEAR 2028 CHANGE
YEAR 2025 EXISTING IN CRITERIA FUTURE CUMULATIVE FUTURE CUMULATIVE IN CRITERIA

PEAK EXISTING WITH PROJECT DELAY EXCEEDED BASELINE WITH PROJECT DELAY EXCEEDED NO. INTERSECTION HOUR DELAY [B] LOS [C] DELAY [B] LOS [C] [(2)-(1)] [D] DELAY [B] LOS [C] DELAY [B] LOS [C] [(4)-(3)] [D] 1 Doheny Drive / AM 30.7 C 31.1 C 0.4 NO 33.7 C 34.3 C 0.6 NO Burton Way PM 56.8 E 58.6 E 1.8 NO 67.4 E 69.4 E 2.0 NO 2 Doheny Drive / AM 17.0 B 17.1 B 0.1 NO 18.0 B 18.0 B 0.0 NO Dayton Way PM 15.4 B 15.4 B 0.0 NO 15.9 B 15.9 B 0.0 NO 3 La Peer Drive / AM 15.8 B 15.9 B 0.1 NO 16.1 B 16.2 B 0.1 NO Burton Way PM 20.8 C 21.5 C 0.7 NO 22.5 C 23.7 C 1.2 NO 4 Robertson Boulevard / AM 33.2 C 34.0 C 0.8 NO 39.4 D 41.2 D 1.8 NO Burton Way PM 70.6 E 71.8 E 1.2 NO 85.4 F 86.8 F 1.4 NO 5 Robertson Boulevard / AM 17.8 C 16.0 C -1.8 NO 37.0 E 32.6 D -4.4 NO Dayton Way - Colgate Avenue [E] PM 28.5 D 28.5 D 0.0 NO 41.3 E 41.5 E 0.2 NO 6 Robertson Boulevard / AM 17.2 B 17.2 B 0.0 NO 18.5 B 18.5 B 0.0 NO Clifton Way PM 16.9 B 16.9 B 0.0 NO 17.9 B 17.9 B 0.0 NO

WEEKDAY AM AND PM PEAK HOURS
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-40-
[A] Pursuant to the City of Beverly Hills Local Transportation Assessment Guidelines, October 2019, the Highway Capacity Manual ("HCM") methodology for signalized intersections was utilized to calculate delay values and levels of service. [B] Control delay reported in seconds per vehicle.
[C] Signalized Intersection Levels of Service were based on the following criteria:

Control Delay (s/veh) LOS
<= 10 A
> 10-20 B> 20-35 C> 35-55 D> 55-80 E
> 80 F
Two-Way Stop-Controlled Intersection Levels of Service were based on the following criteria:

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-41-
Existing with Project Traffic Volumes - Scenario 1
8844 Burton Way
Figure 9-1
Clifton
Burton
Dayton Colgate Hamel
Sherbourne
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n
az
Geo
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r
n
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Willaman
Gracie Allen
Palm
Dayton
Carson
Wetherly
La Peer Peer
Alden
Oakhurst
Wetherly
Almont
La Peer Peer
Swall
Clark Clark
Sherbourne
Swall
Hamel
Arnaz
Almont
S Doheny Dr N Doheny Dr S San Vicente Blvd N Doheny Dr
3rd
1 2
3 4
5 6
O:\JOB_FILE\4679\gis
Date: 4/29/2025
Time: 4:02 PM
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Burton Wy Dayton Wy Burton Wy Burton Wy Dayton Wy Clifton Wy 1 2 3 4 5 6 408 / 461467 / 1,263
147 / 113
181 / 103562 / 430
65 / 139
936 / 883
128 / 81
63 / 119
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18 / 3317 / 30
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30 / 86
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1,129 / 775
161 / 105 34 / 48 444 / 406
64 / 85
94 / 111
387 / 1,309
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671 / 655
20 / 26
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0 / 2
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10 / 11
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0 / 28
1 / 3
22 / 14
601 / 645
15 / 14
32 / 19
86 / 72
35 / 32
520 / 463105 / 173
24 / 39
63 / 83
35 / 185
10 / 22
Project Site
Study Intersection
DJL AM/PM Peak Hour Volumes
#
-42-
Existing with Project Traffic Volumes - Scenario 2
8844 Burton Way
Figure 9-2
Clifton
Burton
Dayton Colgate Hamel
Sherbourne
A
r
n
az
Geo
rge Bu
r
n
s
Willaman
Gracie Allen
Palm
Dayton
Carson
Wetherly
La Peer Peer
Alden
Oakhurst
Wetherly
Almont
La Peer Peer
Swall
Clark Clark
Sherbourne
Swall
Hamel
Arnaz
Almont
S Doheny Dr N Doheny Dr S San Vicente Blvd N Doheny Dr
3rd
1 2
3 4
5 6
O:\JOB_FILE\4679\gis
Date: 4/29/2025
Time: 5:06 PM
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145 / 111
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66 / 140
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63 / 119
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18 / 3319 / 33
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444 / 406
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32 / 19
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21 / 34
54 / 76
35 / 185
10 / 22
Project Site
Study Intersection
DJL AM/PM Peak Hour Volumes
#
-43-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx
The following intersections are expected to operate at LOS E or worse during the peak hours shown below under Future Cumulative Baseline conditions:
 Int. No. 1: Doheny Drive / Burton
Way
PM Peak Hour: Delay = 67.4 sec., LOS E
 Int. No. 4: Robertson Boulevard /
Burton Way
PM Peak Hour: Delay = 85.4 sec., LOS F
 Int. No. 5: Robertson Boulevard /
Dayton Way – Colgate Avenue
AM Peak Hour: Delay = 37.0 sec., LOS E
PM Peak Hour: Delay = 41.3 sec., LOS E
The Future Cumulative Baseline (existing, ambient growth, and related projects) traffic volumes at the study intersections during the weekday AM and PM peak hours are illustrated in Figure 9–3.

9.2.2 Future Cumulative with Project Conditions
The Future Cumulative with Project conditions were forecast based on the addition of traffic generated by the Project plus completion and occupancy of related projects. As shown in column [4] of Tables 9–1 and 9–2, application of the City’s threshold criteria to the Future Cumulative with Project scenario indicates that the proposed Project is not expected to exceed the operations criteria at any of the six study intersections under both Scenario 1 and 2. Therefore, no transportation improvement measures are required or recommended with respect to these intersections under the Future Cumulative with Project conditions under both Scenario 1 and 2.

The Future Cumulative with Project (existing, ambient growth, related projects, and Project) traffic volumes at the study intersections under Scenarios 1 and 2 during the weekday AM and PM peak hours are illustrated in Figures 9–4 and 9–5, respectively.

-44-
Future Cumulative Baseline Traffic Volumes
8844 Burton Way
Figure 9-3
Clifton
Burton
Dayton Colgate Hamel
Sherbourne
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Geo
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n
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Willaman
Gracie Allen
Palm
Dayton
Carson
Wetherly
La Peer Peer
Alden
Oakhurst
Wetherly
Almont
La Peer Peer
Swall
Clark Clark
Sherbourne
Swall
Hamel
Arnaz
Almont
S Doheny Dr N Doheny Dr S San Vicente Blvd N Doheny Dr
3rd
1 2
3 4
5 6
O:\JOB_FILE\4679\gis
Date: 4/28/2025
Time: 5:54 PM
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Robertson BlRobertson Bl
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Burton Wy Dayton Wy Burton Wy Burton Wy Dayton Wy Clifton Wy 1 2 3 4 5 6 431 / 499508 / 1,332
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186 / 106592 / 460
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65 / 123
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27 / 67 14 / 20
1,183 / 929
116 / 106
12 / 2968 / 9112 / 28
56 / 87
22 / 8
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31 / 89
92 / 155
97 / 83
1,189 / 818
182 / 119 36 / 50 516 / 483
66 / 88
112 / 131
416 / 1,371
29 / 9
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21 / 27
28 / 34
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3 / 0 23 / 39
582 / 559
9 / 9
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0 / 29
4 / 5
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670 / 739
15 / 14
33 / 20
89 / 74
36 / 33
592 / 538108 / 178
22 / 35
56 / 78
36 / 191
11 / 24
Project Site
Study Intersection
DJL AM/PM Peak Hour Volumes
#
-45-
Future Cumulative with Project Traffic Volumes - Scenario 1 8844 Burton Way
Figure 9-4
Clifton
Burton
Dayton Colgate Hamel
Sherbourne
A
r
n
az
Geo
rge Bu
r
n
s
Willaman
Gracie Allen
Palm
Dayton
Carson
Wetherly
La Peer Peer
Alden
Oakhurst
Wetherly
Almont
La Peer Peer
Swall
Clark Clark
Sherbourne
Swall
Hamel
Arnaz
Almont
S Doheny Dr N Doheny Dr S San Vicente Blvd N Doheny Dr
3rd
1 2
3 4
5 6
O:\JOB_FILE\4679\gis
Date: 4/29/2025
Time: 4:08 PM
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31 / 89
108 / 168
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187 / 128 36 / 50 516 / 483
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Project Site
Study Intersection
DJL AM/PM Peak Hour Volumes
#
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Future Cumulative with Project Traffic Volumes - Scenario 2 8844 Burton Way
Figure 9-5
Clifton
Burton
Dayton Colgate Hamel
Sherbourne
A
r
n
az
Geo
rge Bu
r
n
s
Willaman
Gracie Allen
Palm
Dayton
Carson
Wetherly
La Peer Peer
Alden
Oakhurst
Wetherly
Almont
La Peer Peer
Swall
Clark Clark
Sherbourne
Swall
Hamel
Arnaz
Almont
S Doheny Dr N Doheny Dr S San Vicente Blvd N Doheny Dr
3rd
1 2
3 4
5 6
O:\JOB_FILE\4679\gis
Date: 4/29/2025
Time: 5:10 PM
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10.0 RESIDENTIAL STREET SEGMENT ANALYSIS
A residential street segment analysis was prepared to evaluate Project-related traffic using local streets to access the Project Site under Scenario 1. The following residential street segment located near the Project Site has been analyzed:
 Clark Drive between Dayton Way and Clifton Way.

The potential effects of Project-generated traffic on the study street segment were identified using criteria set forth in the City’s Local TAG. According to the City’s Local TAG, the operations criteria on a residential street is exceeded if the increase in Project Average Daily Traffic (“ADT”) or peak hour volumes as presented in Table 10–1.

Table 10-1

CITY OF BEVERLY HILLS

LOCAL RESIDENTIAL STREET SEGMENT OPERATIONS CRITERIA
Projected Average Daily Traffic with Project
(Final ADT)
Project Related Increase in
Final ADT or Peak Hour
0 to 2,000 16 percent or more
2,001 to 4,000 12 percent or more
4,001 to 6,750 8 percent or more
6,751 or more 6.25 percent or more
Automatic 24-hour machine traffic counts were conducted on Wednesday, February 14, 2024, for the analyzed street segment. Copies of the 24-hour machine counts are contained in Appendix B.

The forecast traffic conditions at the analyzed street segment over a 24-hour period for Existing, Existing with Project, Future Cumulative Baseline, and Future Cumulative with Project scenarios are summarized for daily and peak hour conditions in Tables 10–2 and 10–3, respectively. As presented in column [1] of Table 10–2, the actual 24-hour count data collected in 2024 (with application of a 1.0% annual ambient growth rate through the year 2025) was utilized to evaluate Existing weekday conditions on the segment. As presented in column [1] of Table 10–3, the actual weekday AM and PM peak hour count data collected in 2024 (with application of a 1.0% annual ambient growth rate through the year 2024) were utilized to evaluate Existing weekday AM and PM peak hour conditions on the segment.11 Additionally, as shown in column [5] of Tables 10–2 and 10–3, a 1.0% annual ambient growth rate through the year 2028 was conservatively added to the Existing ADT and peak hour volumes, along with traffic generated by the completion and occupancy of the related projects, in order to estimate the Future Cumulative Baseline traffic volumes.
11 Peak hour traffic volumes on the analyzed segment were obtained from the ADT counts, which are provided in Appendix B.
-48-
RESIDENTIAL STREET SEGMENT ANALYSIS SUMMARY - SCENARIO 1

WEEKDAY AVERAGE DAILY TRAFFIC
30-Apr-25
[1] [2] [3] [5] [6] [7]
YEAR 2028
FUTURE YEAR 2028
YEAR 2025 PROPOSED DAILY YEAR 2025 CUMULATIVE PROJECTED ADT EXISTING PROJECT PROJECT PROJECTED ADT ADT % BASELINE WITH PROJECT ADT % 24-HOUR DISTRIBUTION [b] BUILD-OUT WITH PROJECT INCREASE EXCEEDS AMBIENT RELATED 24-HOUR ADT (FINAL ADT) INCREASE EXCEEDS NO. STREET SEGMENT ADT [a] IN OUT TRIP ENDS [c] [(1)+(3)] WITH PROJECT CRITERIA [d] GROWTH [e] PROJECTS [f] [(1)+(5)+(6)] [(3)+(7)] WITH PROJECT CRITERIA [d] 1,801 15.0% 25.0% 182 1,983 10.1% NO 55 203 2,059 2,241 8.1% NO [a] Existing 2025 ADT volumes obtained through application of a 1.0% per year growth factor to Existing 2024 ADT volumes contained Appendix B. [b] See Figure 7-1 (Project Trip Distribution - Scenario 1) for the forecast assignment of Project trips to Clark Drive, between Dayton Way and Clifton Wa [c] Forecast weekday daily trips (454 inbound trips, 454 outbound trips) perTable 7-1 (Project Trip Generation) applied to forecast assignmen of trips on street segment in Column [3].
[d] According to City of Beverly Hills Local Transportation Assessment Guidelines, October 2019, operations on a local residential stree shall be based on the following criteria
Projected ADT with Project-Related Increase in
Project (Final ADT) Final ADT or Peak Hour
0 to 2,000 16 percent or more
2,001 to 4,000 12 percent or more
4,001 to 6,750 8 percent or more
6,751 or more 6.25 percent or more
[e] Ambient growth obtained through application of a 1.0% per year growth factor to Existing 2025 ADT volumes through year 2028. [f] Related projects traffic volumes obtained from forecast related projects weekday daily trips per Table 7-1 (Related Projects List and Trip Generation), Table 10-2
[8]
1 [4]
Clark Drive
(between Dayton Way and Clifton Way)
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-49-
Table 10-3
RESIDENTIAL STREET SEGMENT ANALYSIS SUMMARY - SCENARIO 1

WEEKDAY AM AND PM PEAK HOURS
30-Apr-25
[1] [2] [3] [5] [6] [7] [8]
YEAR 2025 YEAR 2028 YEAR 2028
YEAR 2025 PROJECTED PEAK PEAK HOUR PROJECTED PEAK PROJECTED PEAK PEAK HOUR PEAK HOUR PROJECT HOUR VOLUME PROJECTED ADT VOLUME % HOUR VOLUME HOUR VOLUME PROJECTED ADT VOLUME %

PEAK VOLUME W/O TRAFFIC WITH PROJECT WITH PROJECT INCREASE EXCEEDS AMBIENT RELATED W/O PROJECT WITH PROJECT WITH PROJECT INCREASE EXCEEDS NO. STREET SEGMENT HOUR PROJECT [a] VOLUME [b] [(1)+(2)] (FINAL ADT) [c] WITH PROJECT CRITERIA [d] GROWTH [e] PROJECTS [f] [(1)+(5)+(6)] [(2)+(7)] (FINAL ADT) [g] WITH PROJECT CRITERIA [d] Clark Drive between AM 98 12 110 1,983 12.2% NO 3 12 113 125 2,241 10.6% NO Dayton Way and Clifton Way PM 137 12 149 1,983 8.8% NO 4 14 155 167 2,241 7.7% NO [a] Existing 2025 peak hour volumes obtained from 2024 ADT counts contained in Appendix B , plus application of a 1.0% annual ambient growth factor. [b] See Figure 7-3 (Net New Project Traffic Volumes - Scenario 1) for forecast Project traffic volumes on Swall Drive north of Dayton Way, and Clark Drive, between Dayton Way and Clifton Way.
[c] See Column [4] on Table 10-2 (Residential Street Segment Analysis Summary - Weekday Average Daily Traffic) for Year 2025 Weekday ADT with Project. [d] According to City of Beverly Hills Local Transportation Assessment Guidelines, October 2019, operations on a local residential street shall be based on the following criteria:

Projected ADT with Project-Related Increase in
Project (Final ADT) Final ADT or Peak Hour
0 to 2,000 16 percent or more
2,001 to 4,000 12 percent or more4,001 to 6,750 8 percent or more 6,751 or more 6.25 percent or more
[e] Ambient growth obtained through application of a 1.0% per year growth factor to Existing 2025 volumes through year 2028. [f] Related projects traffic volumes obtained from forecast related projects weekday daily trips per Table 6-1 (Related Projects List and Trip Generation), [4] [9]
1 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
-50-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx
As presented in Column [4] of Table 10–2, the Project trips would increase ADT on the segment of Clark Drive between Dayton Way and Clifton Way, by 10.1% under Existing with Project conditions for a typical weekday under Scenario 1. Additionally, as presented in Column [8] of Table 10–2, the Project would increase ADT on the segment of Clark Drive between Dayton Way and Clifton Way, by 8.1% under Future Cumulative with Project conditions for a typical weekday under Scenario 1. Based on the criteria set forth in the City’s Local TAG, the Project is not expected to exceed the operations criteria on the study street segment on a typical weekday.

As presented in Column [4] of Table 10–3, the Project trips would increase peak hour traffic volumes by 12.2% and 8.8% for the weekday AM and PM peak hours, respectively, on the segment of Clark Drive between Dayton Way and Clifton Way under Existing with Project conditions.

Additionally, as presented in Column [9] of Table 10–3, the Project would increase peak hour traffic volumes by 10.6% and 7.7% for the weekday AM and PM peak hours, respectively, on the segment of Clark Drive between Dayton Way and Clifton Way, under Future Cumulative with Project conditions. Based on the criteria set forth in the City’s Local TAG, the Project is not expected to exceed the operations criteria on the study street segment during the weekday AM and PM peak hours.
-51-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx

11.0 SUMMARY AND CONCLUSIONS
 Project Description – As currently proposed, the Project proposes the construction of a new 26-story multifamily residential development with 200 mixed-income residential units. The Project proposes to provide a total of 318 vehicular parking spaces in an onsite parking garage with three subterranean levels and two above-grade levels. Construction and occupancy of the Project is proposed to be completed by the year 2028.  Vehicular Project Site Access – Vehicular access to the Project will be provided via a driveway along the west side of Clark Drive. The Clark Drive driveway will provide access to both the subterranean and above-grade levels of the onsite parking garage. This LTA evaluates the effects of Project-related traffic on the local street system based on two vehicular site access scenarios. Under Scenario 1, it is assumed that the Project’s Clark Drive driveway will accommodate full vehicular access (i.e., left-turn and right-turn ingress and egress movements will be permitted). Under Scenario 2, it is assumed that the Project’s Clark Drive driveway will accommodate right-turn only ingress movements and left-turn only egress movements (i.e., left-turn ingress movements and right-turn egress movements will be prohibited).
 Study Scope – This LTA (i) presents existing traffic volumes, (ii) includes existing traffic volumes with the forecast net new traffic volumes from the proposed Project, (iii) forecasts future cumulative baseline traffic volumes, (vi) forecasts future traffic volumes with the proposed Project, (v) determines future operations at the study intersections with Projectrelated traffic, and (vi) provides a review of operations with the addition of Project-related traffic on Clark Drive between Dayton Way and Clifton Way.  Project Trip Generation – The Project is expected to generate 54 net new vehicle trips (18 inbound trips and 36 outbound trips) during the weekday AM peak hour. During the weekday PM peak hour, the Project is expected to generate 64 net new vehicle trips (36 inbound trips and 28 outbound trips). Over a 24-hour period, the Project is forecast to generate 908 net new daily vehicle trip ends (approximately 454 inbound trips and 454 outbound trips) during a typical weekday.
 Traffic Analysis – Six study intersections were identified and analyzed to determine changes in operations following construction and occupancy of the Project. Application of the operations criteria from the City indicate that none of the six study intersections would exceed the operations criteria with the addition of the forecast Project traffic under both Scenarios 1 and 2. Accordingly, no transportation improvement measures are required or recommended for the study intersections.
 Residential Street Segment Analysis – A residential street segment analysis was prepared to evaluate Project-related traffic using the segment of Clark Drive, between Dayton Way and Clifton Way, to access the Project Site under Scenario 1. Application of the operations criteria from the City indicate that neither the weekday ADT nor peak hour operations criteria would exceed the operations criteria with the addition of the forecast Project traffic -52-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref: 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-rpt1.docx
under Scenario 1. Accordingly, no transportation improvement measures are required or recommended for the study street segment.

-53-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-Appendix Covers.docx

APPENDIX A
METRO LOCAL LINES 16 AND 105 –

ROUTE MAPS AND SCHEDULES
16 via 3rd St, San Vicente BlWestbound to West HollywoodEastbound to Downtown Los Angeles Metro Local
Effective Dec 15 2024

PARKHANCOCK GROVE BEVERLY

PARK LA BREA

WEST HOLLYWOOD

DOWNTOWN

LOS ANGELES

KOREATOWN

WESTLAKE
3RD ST

SAN VICENTE BL
800.621.7828Wheelchair Hotline
323.GO.METROmetro.net
Subject to change without notice
711California Relay Service511Travel Info
Sujeto a cambios sin previo aviso
N
Eastbound Al Este (Approximate Times) WEST HOLLYWOOD BEVERLY GROVE HANCOCK PARK KOREATOWN

DOWNTOWN LOS ANGELES
San Vicente & Sunset3rd & La Cienega3rd & La Brea3rd & Western3rd & Vermont6th & Los Angeles 4:16A 4:25A 4:32A 4:38A 4:44A 5:02A
4:31 4:40 4:47 4:53 4:59 5:17
4:46 4:55 5:02 5:08 5:14 5:32
5:01 5:10 5:17 5:23 5:29 5:47
5:13 5:22 5:29 5:35 5:41 5:59
5:23 5:32 5:39 5:45 5:51 6:10
5:33 5:42 5:49 5:55 6:01 6:20
5:39 5:48 5:55 6:01 6:07 6:26
5:45 5:54 6:01 6:07 6:13 6:32
5:51 6:00 6:07 6:13 6:19 6:38
5:57 6:06 6:13 6:19 6:25 6:44
6:03 6:12 6:19 6:25 6:31 6:50
6:09 6:18 6:25 6:31 6:37 6:56
6:14 6:23 6:30 6:37 6:43 7:02
6:20 6:29 6:36 6:43 6:49 7:09
6:26 6:35 6:42 6:49 6:55 7:15
6:32 6:41 6:48 6:55 7:01 7:21
6:37 6:46 6:53 7:00 7:07 7:27
6:42 6:51 6:58 7:06 7:13 7:33
6:48 6:57 7:04 7:12 7:19 7:39
6:52 7:01 7:09 7:17 7:24 7:45
6:56 7:06 7:14 7:22 7:29 7:51
6:59 7:10 7:18 7:26 7:34 7:56
7:03 7:14 7:22 7:30 7:39 8:01
7:08 7:19 7:27 7:35 7:44 8:06
7:13 7:24 7:32 7:40 7:49 8:11
7:17 7:28 7:37 7:45 7:54 8:16
7:22 7:33 7:42 7:50 7:59 8:21
7:27 7:38 7:47 7:55 8:04 8:26
7:32 7:43 7:52 8:00 8:09 8:31
7:37 7:48 7:57 8:05 8:14 8:36
7:42 7:53 8:02 8:10 8:19 8:41
7:47 7:58 8:07 8:15 8:24 8:46
7:52 8:03 8:12 8:20 8:29 8:51
7:57 8:09 8:18 8:26 8:34 8:56
8:03 8:15 8:24 8:32 8:40 9:02
8:09 8:21 8:30 8:38 8:46 9:09
8:15 8:27 8:36 8:44 8:52 9:15
8:22 8:34 8:43 8:51 8:59 9:22
8:28 8:41 8:50 8:58 9:06 9:29
8:35 8:48 8:57 9:05 9:13 9:36
8:42 8:55 9:04 9:12 9:20 9:43
8:50 9:03 9:12 9:20 9:28 9:51
8:57 9:10 9:19 9:27 9:35 9:58
9:05 9:18 9:27 9:35 9:43 10:06
9:12 9:25 9:34 9:42 9:50 10:13
9:20 9:33 9:42 9:50 9:58 10:21
9:27 9:40 9:49 9:57 10:05 10:28
9:35 9:48 9:57 10:05 10:13 10:36
9:41 9:54 10:04 10:12 10:20 10:43
9:49 10:02 10:12 10:20 10:28 10:51
9:56 10:09 10:19 10:27 10:35 10:58
10:04 10:17 10:27 10:35 10:43 11:06
10:11 10:24 10:34 10:42 10:50 11:13
10:18 10:31 10:42 10:50 10:58 11:21
10:25 10:38 10:49 10:57 11:05 11:28
10:33 10:46 10:57 11:05 11:13 11:36
10:40 10:53 11:04 11:12 11:20 11:43
10:48 11:01 11:12 11:20 11:28 11:51
10:55 11:08 11:19 11:27 11:35 11:58
11:03 11:16 11:27 11:35 11:43 12:06P
11:10 11:23 11:34 11:42 11:50 12:13
11:18 11:31 11:42 11:50 11:58 12:21
11:24 11:37 11:48 11:56 12:05P 12:28
11:32 11:45 11:56 12:04P 12:13 12:36
11:38 11:51 12:02P 12:11 12:20 12:43
11:45 11:58 12:10 12:19 12:28 12:51
11:52 12:05P 12:17 12:26 12:35 12:58
11:59 12:13 12:25 12:34 12:43 1:06
12:06P 12:20 12:32 12:41 12:50 1:13
12:13 12:27 12:40 12:49 12:58 1:21
12:20 12:34 12:47 12:56 1:05 1:28
12:27 12:42 12:55 1:04 1:13 1:36
12:34 12:49 1:02 1:11 1:20 1:43
12:42 12:57 1:10 1:19 1:28 1:51
12:49 1:04 1:17 1:26 1:35 1:58
12:57 1:12 1:25 1:34 1:43 2:07
1:04 1:19 1:32 1:41 1:50 2:14
1:12 1:27 1:40 1:49 1:58 2:22
1:19 1:34 1:47 1:56 2:05 2:29
1:26 1:41 1:54 2:03 2:13 2:37
1:33 1:48 2:01 2:10 2:20 2:44
1:41 1:56 2:09 2:18 2:28 2:52
1:47 2:02 2:16 2:25 2:35 2:59
1:54 2:09 2:23 2:32 2:43 3:07
2:00 2:15 2:29 2:39 2:50 3:14
2:07 2:22 2:37 2:47 2:58 3:22
2:14 2:29 2:44 2:54 3:05 3:29
2:21 2:36 2:51 3:01 3:13 3:37
2:26 2:42 2:57 3:08 3:20 3:44
2:32 2:48 3:03 3:14 3:26 3:50
2:38 2:54 3:10 3:21 3:33 3:57
2:43 2:59 3:16 3:27 3:39 4:03
2:50 3:06 3:23 3:34 3:46 4:10
2:55 3:12 3:29 3:40 3:52 4:16
3:02 3:19 3:36 3:47 3:59 4:23
3:07 3:24 3:41 3:52 4:04 4:28
3:12 3:29 3:46 3:57 4:09 4:33
3:17 3:34 3:51 4:02 4:14 4:38
3:22 3:39 3:56 4:07 4:19 4:43
3:27 3:44 4:01 4:12 4:24 4:48
3:32 3:49 4:06 4:17 4:29 4:53
3:37 3:54 4:11 4:22 4:34 4:58
3:41 3:58 4:16 4:27 4:39 5:03
3:46 4:03 4:21 4:32 4:44 5:08
3:51 4:08 4:26 4:37 4:49 5:13
3:56 4:13 4:31 4:42 4:54 5:18
4:01 4:18 4:36 4:47 4:59 5:23
4:06 4:23 4:41 4:52 5:04 5:28
4:11 4:28 4:46 4:57 5:09 5:33
4:16 4:33 4:51 5:02 5:14 5:38
4:22 4:39 4:57 5:08 5:20 5:44
4:28 4:45 5:03 5:14 5:26 5:50
4:34 4:51 5:09 5:20 5:32 5:56
4:41 4:58 5:15 5:26 5:38 6:02
4:47 5:04 5:21 5:32 5:44 6:07
4:53 5:10 5:27 5:38 5:50 6:13
4:59 5:16 5:33 5:44 5:56 6:19
5:05 5:22 5:39 5:50 6:02 6:25
5:12 5:29 5:46 5:57 6:08 6:31
5:18 5:35 5:52 6:03 6:14 6:36
5:25 5:42 5:59 6:09 6:20 6:41
5:32 5:49 6:05 6:15 6:26 6:47
5:38 5:55 6:11 6:21 6:32 6:53
5:46 6:03 6:18 6:28 6:38 6:59
5:52 6:09 6:24 6:34 6:44 7:05
5:58 6:15 6:30 6:40 6:50 7:11
6:04 6:21 6:36 6:46 6:56 7:17
6:10 6:27 6:42 6:52 7:02 7:23
6:16 6:33 6:48 6:58 7:08 7:29
6:23 6:40 6:55 7:05 7:15 7:36
6:31 6:48 7:03 7:13 7:23 7:44
6:41 6:58 7:12 7:22 7:32 7:52
6:52 7:08 7:22 7:32 7:41 8:01
7:03 7:18 7:32 7:41 7:50 8:10
7:13 7:28 7:41 7:50 7:59 8:19
7:27 7:41 7:54 8:03 8:11 8:31
7:39 7:53 8:06 8:15 8:23 8:43
7:52 8:05 8:18 8:27 8:35 8:55
8:06 8:18 8:31 8:39 8:47 9:06
8:19 8:31 8:43 8:51 8:59 9:17
8:33 8:44 8:56 9:04 9:11 9:29
8:45 8:56 9:08 9:16 9:23 9:41
8:59 9:09 9:20 9:28 9:35 9:53
9:11 9:21 9:32 9:40 9:47 10:05
9:25 9:35 9:45 9:53 10:00 10:18
9:41 9:51 10:01 10:08 10:15 10:33
9:57 10:07 10:16 10:23 10:30 10:48
10:12 10:22 10:31 10:38 10:45 11:03
10:27 10:37 10:46 10:53 11:00 11:18
10:42 10:52 11:01 11:08 11:15 11:33
10:57 11:07 11:16 11:23 11:30 11:48
11:12 11:22 11:31 11:38 11:45 12:03A
11:27 11:37 11:46 11:53 12:00A 12:17
11:42 11:52 12:01A 12:08A 12:15 12:32
11:57 12:07A 12:16 12:23 12:30 12:47
12:19A 12:29 12:38 12:45 12:52 1:09
12:47 12:57 1:06 1:13 1:20 1:37
1:22 1:31 1:40 1:47 1:54 2:11
2:22 2:31 2:38 2:44 2:50 3:07
3:22 3:31 3:38 3:44 3:50 4:07
Westbound Al Oeste (Approximate Times / Tiempos Aproximados) DOWNTOWN LOS ANGELES KOREATOWN HANCOCK PARK BEVERLY GROVE WEST

HOLLYWOOD
5th & Wall3rd & Alvarado3rd & Vermont3rd & Western3rd & La Brea3rd & La CienegaSanta Monica & San Vicente 4:09A 4:22A 4:27A 4:32A 4:38A 4:45A 4:49A
4:30 4:43 4:48 4:53 4:59 5:06 5:10
4:50 5:03 5:08 5:13 5:19 5:26 5:30
5:09 5:22 5:27 5:32 5:38 5:46 5:51
5:23 5:36 5:42 5:48 5:54 6:02 6:07
5:34 5:48 5:54 6:00 6:06 6:14 6:19
5:43 5:57 6:04 6:10 6:16 6:24 6:29
5:53 6:07 6:14 6:20 6:26 6:34 6:39
6:03 6:17 6:24 6:30 6:37 6:45 6:50
6:10 6:24 6:31 6:38 6:45 6:53 6:58
6:16 6:30 6:37 6:44 6:51 6:59 7:05
6:22 6:36 6:43 6:50 6:57 7:06 7:12
6:28 6:42 6:49 6:56 7:03 7:12 7:18
6:34 6:48 6:55 7:02 7:10 7:19 7:25
6:40 6:54 7:01 7:09 7:17 7:26 7:32
6:46 7:00 7:07 7:15 7:23 7:32 7:38
6:50 7:05 7:12 7:20 7:28 7:38 7:44
6:56 7:11 7:18 7:26 7:36 7:46 7:52
7:00 7:16 7:23 7:31 7:43 7:53 7:59
7:06 7:22 7:29 7:37 7:49 7:59 8:05
7:11 7:27 7:34 7:42 7:54 8:04 8:10
7:16 7:32 7:40 7:48 8:00 8:11 8:17
7:22 7:38 7:46 7:54 8:06 8:17 8:23
7:28 7:44 7:52 8:00 8:12 8:23 8:29
7:34 7:50 7:58 8:06 8:18 8:29 8:35
7:40 7:56 8:04 8:12 8:24 8:35 8:41
7:46 8:02 8:10 8:18 8:30 8:42 8:48
7:52 8:08 8:16 8:24 8:35 8:47 8:53
7:57 8:14 8:22 8:30 8:40 8:52 8:58
8:03 8:20 8:28 8:36 8:46 8:58 9:04
8:09 8:26 8:34 8:42 8:52 9:04 9:10
8:15 8:32 8:40 8:48 8:58 9:09 9:15
8:21 8:38 8:46 8:54 9:04 9:15 9:21
8:28 8:45 8:53 9:01 9:10 9:21 9:27
8:35 8:52 9:00 9:08 9:17 9:28 9:34
8:43 9:00 9:08 9:16 9:25 9:36 9:42
8:50 9:07 9:15 9:23 9:32 9:43 9:49
8:58 9:15 9:23 9:31 9:40 9:51 9:57
9:05 9:22 9:30 9:38 9:47 9:58 10:04
9:13 9:30 9:38 9:46 9:55 10:06 10:12
9:20 9:37 9:45 9:53 10:02 10:13 10:19
9:28 9:45 9:53 10:01 10:09 10:20 10:26
9:35 9:52 10:00 10:08 10:16 10:27 10:33
9:43 10:00 10:08 10:16 10:24 10:35 10:41
9:50 10:07 10:15 10:23 10:31 10:42 10:48
9:57 10:15 10:23 10:31 10:39 10:50 10:56
10:04 10:22 10:30 10:38 10:46 10:57 11:03
10:12 10:30 10:38 10:46 10:54 11:05 11:11
10:19 10:37 10:45 10:53 11:01 11:13 11:19
10:27 10:45 10:53 11:01 11:09 11:21 11:27
10:34 10:52 11:00 11:08 11:16 11:28 11:34
10:42 11:00 11:08 11:16 11:24 11:36 11:42
10:49 11:07 11:15 11:23 11:31 11:43 11:49
10:56 11:15 11:23 11:31 11:39 11:51 11:57
11:03 11:22 11:30 11:38 11:46 11:58 12:04P
11:11 11:30 11:38 11:46 11:54 12:06P 12:12
11:18 11:37 11:45 11:53 12:01P 12:13 12:19
11:26 11:45 11:53 12:01P 12:09 12:21 12:27
11:33 11:52 12:00P 12:08 12:16 12:28 12:34
11:40 11:59 12:07 12:15 12:23 12:35 12:41
11:48 12:07P 12:15 12:23 12:31 12:43 12:49
11:56 12:15 12:23 12:31 12:39 12:51 12:57
12:03P 12:22 12:30 12:38 12:46 12:58 1:04
12:11 12:30 12:38 12:46 12:54 1:06 1:12
12:18 12:37 12:45 12:53 1:01 1:13 1:19
12:26 12:45 12:53 1:01 1:09 1:21 1:27
12:33 12:52 1:00 1:08 1:16 1:28 1:34
12:41 1:00 1:08 1:16 1:24 1:36 1:42
12:48 1:07 1:15 1:23 1:31 1:43 1:49
12:56 1:15 1:23 1:31 1:39 1:51 1:57
1:03 1:22 1:30 1:38 1:46 1:58 2:04
1:11 1:30 1:38 1:46 1:54 2:06 2:12
1:17 1:37 1:45 1:53 2:01 2:13 2:19
1:25 1:45 1:53 2:01 2:09 2:21 2:27
1:32 1:52 2:00 2:08 2:16 2:28 2:34
1:40 2:00 2:08 2:16 2:24 2:36 2:42
1:47 2:07 2:15 2:23 2:31 2:43 2:50
1:55 2:15 2:23 2:31 2:39 2:51 2:58
2:02 2:22 2:30 2:38 2:46 2:58 3:05
2:10 2:30 2:38 2:46 2:54 3:06 3:13
2:17 2:37 2:45 2:53 3:01 3:13 3:20
2:25 2:45 2:53 3:01 3:10 3:22 3:29
2:32 2:52 3:00 3:08 3:17 3:29 3:36
2:40 3:00 3:08 3:16 3:25 3:37 3:44
2:47 3:07 3:15 3:23 3:32 3:44 3:51
2:54 3:14 3:22 3:30 3:39 3:51 3:58
3:00 3:20 3:28 3:36 3:45 3:57 4:04
3:06 3:26 3:34 3:42 3:51 4:03 4:10
3:12 3:32 3:40 3:48 3:57 4:09 4:16
3:18 3:38 3:46 3:54 4:03 4:15 4:22
3:24 3:44 3:52 4:00 4:09 4:21 4:28
3:30 3:50 3:58 4:06 4:15 4:27 4:34
3:36 3:56 4:04 4:12 4:21 4:33 4:40
3:42 4:02 4:10 4:18 4:27 4:39 4:46
3:48 4:08 4:16 4:24 4:33 4:45 4:52
3:54 4:14 4:22 4:30 4:39 4:51 4:58
4:00 4:20 4:28 4:36 4:45 4:57 5:04
4:06 4:26 4:34 4:42 4:51 5:03 5:10
4:12 4:32 4:40 4:48 4:57 5:09 5:16
4:18 4:38 4:46 4:54 5:03 5:15 5:22
4:24 4:44 4:52 5:00 5:08 5:20 5:27
4:30 4:50 4:58 5:06 5:14 5:26 5:33
4:36 4:56 5:04 5:12 5:20 5:32 5:39
4:42 5:02 5:10 5:18 5:26 5:38 5:45
4:48 5:08 5:16 5:24 5:32 5:44 5:50
4:54 5:14 5:22 5:30 5:38 5:50 5:56
4:59 5:20 5:28 5:36 5:44 5:56 6:02
5:05 5:26 5:34 5:42 5:50 6:02 6:08
5:11 5:32 5:40 5:48 5:56 6:07 6:13
5:17 5:38 5:46 5:54 6:02 6:13 6:19
5:23 5:44 5:52 6:00 6:08 6:19 6:25
5:29 5:50 5:58 6:06 6:14 6:25 6:31
5:35 5:56 6:04 6:12 6:20 6:31 6:36
5:41 6:02 6:10 6:18 6:26 6:37 6:42
5:47 6:08 6:16 6:24 6:32 6:43 6:48
5:53 6:14 6:22 6:30 6:38 6:49 6:54
6:00 6:20 6:28 6:36 6:44 6:55 7:00
6:06 6:26 6:34 6:42 6:50 7:01 7:06
6:12 6:32 6:40 6:48 6:56 7:06 7:11
6:18 6:38 6:46 6:54 7:02 7:12 7:17
6:26 6:45 6:53 7:01 7:08 7:18 7:23
6:33 6:52 7:00 7:07 7:14 7:24 7:29
6:40 6:59 7:07 7:14 7:21 7:31 7:36
6:49 7:07 7:15 7:22 7:29 7:39 7:44
6:59 7:17 7:25 7:32 7:39 7:49 7:54
7:11 7:29 7:37 7:44 7:51 8:01 8:06
7:24 7:42 7:50 7:57 8:04 8:13 8:18
7:39 7:57 8:05 8:12 8:19 8:28 8:33
7:54 8:12 8:20 8:27 8:34 8:43 8:48
8:11 8:28 8:35 8:42 8:49 8:58 9:03
8:26 8:43 8:50 8:57 9:03 9:11 9:16
8:41 8:58 9:05 9:11 9:17 9:25 9:30
8:57 9:13 9:20 9:26 9:32 9:40 9:45
9:15 9:31 9:37 9:43 9:49 9:57 10:02
9:35 9:51 9:57 10:03 10:09 10:16 10:20
10:07 10:22 10:27 10:33 10:39 10:46 10:50
10:37 10:52 10:57 11:03 11:09 11:16 11:20
11:08 11:22 11:27 11:33 11:39 11:46 11:50
11:38 11:52 11:57 12:03A 12:09A 12:16A 12:20A
12:24A 12:38A 12:43A 12:48 12:54 1:01 1:05
1:24 1:37 1:42 1:47 1:53 2:00 2:04
2:24 2:37 2:42 2:47 2:53 3:00 3:04
3:24 3:37 3:42 3:47 3:53 4:00 4:04
Effective Dec 15 2024 16 Monday through Friday
1 3 4 5 6 8 9 7 6 5 4 3 2
150907
Effective Dec 15 2024
Saturday, Sunday and Holidays 16
1 3 4 5 6 8 9 7 6 5 4 3 2
Eastbound Al Este (Approximate Times) WEST HOLLYWOOD BEVERLY GROVE HANCOCK PARK KOREATOWN

DOWNTOWN LOS ANGELES
San Vicente & Sunset 3rd & La Cienega3rd & La Brea3rd & Western3rd & Vermont6th & Los Angeles 4:27A 4:36A 4:43A 4:49A 4:55A 5:12A
5:07 5:16 5:23 5:29 5:35 5:52
5:26 5:35 5:42 5:48 5:54 6:12
5:37 5:46 5:53 5:59 6:05 6:23
5:48 5:57 6:04 6:10 6:16 6:34
5:59 6:08 6:15 6:21 6:27 6:45
6:10 6:19 6:26 6:32 6:38 6:56
6:21 6:30 6:37 6:43 6:49 7:07
6:32 6:41 6:48 6:54 7:00 7:18
6:43 6:52 6:59 7:05 7:11 7:29
6:54 7:03 7:10 7:16 7:22 7:40
7:04 7:14 7:21 7:27 7:33 7:52
7:14 7:24 7:31 7:38 7:44 8:04
7:25 7:35 7:42 7:49 7:55 8:16
7:35 7:45 7:52 7:59 8:06 8:27
7:45 7:55 8:03 8:10 8:17 8:38
7:55 8:05 8:14 8:21 8:28 8:49
8:05 8:16 8:25 8:32 8:39 9:00
8:16 8:27 8:36 8:43 8:50 9:11
8:27 8:38 8:47 8:54 9:01 9:22
8:38 8:49 8:58 9:05 9:12 9:33
8:49 9:00 9:09 9:16 9:23 9:44
9:00 9:11 9:20 9:27 9:34 9:56
9:11 9:22 9:31 9:38 9:45 10:08
9:22 9:33 9:42 9:49 9:56 10:19
9:32 9:43 9:52 9:59 10:07 10:30
9:42 9:53 10:02 10:10 10:18 10:41
9:53 10:04 10:13 10:21 10:29 10:52
10:03 10:14 10:23 10:31 10:39 11:02
10:13 10:24 10:33 10:41 10:49 11:12
10:23 10:34 10:43 10:51 10:59 11:22
10:31 10:43 10:52 11:00 11:09 11:32
10:41 10:53 11:02 11:10 11:19 11:42
10:49 11:01 11:12 11:20 11:29 11:52
10:59 11:11 11:22 11:30 11:39 12:02P
11:09 11:21 11:32 11:40 11:49 12:12
11:19 11:31 11:42 11:50 11:59 12:22
11:28 11:41 11:52 12:00P 12:09P 12:32
11:37 11:50 12:01P 12:10 12:19 12:42
11:46 11:59 12:11 12:20 12:29 12:52
11:56 12:09P 12:21 12:30 12:39 1:02
12:06P 12:19 12:31 12:40 12:49 1:12
12:15 12:28 12:41 12:50 12:59 1:22
12:25 12:38 12:51 1:00 1:09 1:32
12:34 12:47 1:00 1:09 1:18 1:41
12:43 12:56 1:09 1:18 1:27 1:50
12:52 1:05 1:18 1:27 1:36 1:59
1:01 1:14 1:27 1:36 1:45 2:08
1:10 1:23 1:36 1:45 1:54 2:17
1:19 1:32 1:45 1:54 2:03 2:26
1:28 1:41 1:54 2:03 2:12 2:35
1:37 1:50 2:03 2:12 2:21 2:44
1:46 1:59 2:12 2:21 2:30 2:53
1:54 2:08 2:21 2:30 2:39 3:02
2:03 2:17 2:30 2:39 2:48 3:10
2:12 2:26 2:39 2:48 2:57 3:19
2:20 2:34 2:48 2:57 3:06 3:28
2:29 2:43 2:57 3:06 3:15 3:37
2:38 2:52 3:06 3:15 3:24 3:46
2:47 3:01 3:15 3:24 3:33 3:55
2:56 3:10 3:24 3:33 3:42 4:04
3:05 3:19 3:33 3:42 3:51 4:13
3:13 3:27 3:42 3:51 4:00 4:22
3:22 3:36 3:51 4:00 4:09 4:31
3:31 3:45 4:00 4:09 4:18 4:40
3:40 3:54 4:09 4:18 4:27 4:48
3:49 4:03 4:18 4:27 4:36 4:57
3:58 4:12 4:27 4:36 4:45 5:06
4:07 4:21 4:36 4:45 4:54 5:15
4:16 4:30 4:45 4:54 5:03 5:24
4:25 4:39 4:54 5:03 5:12 5:33
4:34 4:48 5:03 5:12 5:21 5:42
4:43 4:57 5:12 5:21 5:30 5:50
4:52 5:06 5:21 5:30 5:39 5:59
5:01 5:15 5:30 5:39 5:48 6:08
5:11 5:25 5:40 5:49 5:58 6:18
5:21 5:35 5:50 5:59 6:08 6:28
5:32 5:46 6:01 6:09 6:18 6:38
5:43 5:57 6:11 6:19 6:28 6:48
5:53 6:07 6:21 6:29 6:38 6:58
6:03 6:17 6:31 6:39 6:48 7:08
6:13 6:27 6:41 6:49 6:58 7:18
6:23 6:37 6:51 6:59 7:08 7:28
6:33 6:47 7:01 7:09 7:18 7:37
6:44 6:58 7:11 7:19 7:28 7:47
6:54 7:08 7:21 7:29 7:38 7:57
7:04 7:18 7:31 7:39 7:48 8:07
7:14 7:28 7:41 7:49 7:58 8:17
7:30 7:42 7:55 8:03 8:10 8:29
7:44 7:56 8:08 8:15 8:22 8:41
7:57 8:09 8:20 8:27 8:34 8:53
8:09 8:21 8:32 8:39 8:46 9:05
8:21 8:33 8:44 8:51 8:58 9:16
8:34 8:45 8:56 9:03 9:10 9:28
8:47 8:58 9:08 9:15 9:22 9:40
9:03 9:13 9:23 9:30 9:37 9:55
9:18 9:28 9:38 9:45 9:52 10:10
9:33 9:43 9:53 10:00 10:07 10:25
9:49 9:59 10:08 10:15 10:22 10:40
10:04 10:14 10:23 10:30 10:37 10:55
10:19 10:29 10:38 10:45 10:52 11:10
10:34 10:44 10:53 11:00 11:07 11:25
10:49 10:59 11:08 11:15 11:22 11:40
11:04 11:14 11:23 11:30 11:37 11:55
11:19 11:29 11:38 11:45 11:52 12:10A
11:34 11:44 11:53 12:00A 12:07A 12:24
11:49 11:59 12:08A 12:15 12:22 12:39
12:04A 12:14A 12:23 12:30 12:37 12:54
12:19 12:29 12:38 12:45 12:52 1:09
12:47 12:57 1:06 1:13 1:20 1:37
1:22 1:31 1:40 1:47 1:54 2:11
2:22 2:31 2:38 2:44 2:50 3:07
3:22 3:31 3:38 3:44 3:50 4:07
Westbound Al Oeste (Approximate Times / Tiempos Aproximados) DOWNTOWN LOS ANGELES KOREATOWN HANCOCK PARK BEVERLY GROVE WEST

HOLLYWOOD
5th & Wall3rd & Alvarado3rd & Vermont3rd & Western3rd & La Brea3rd & La CienegaSanta Monica & San Vicente 4:12A 4:25A 4:30A 4:35A 4:41A 4:48A 4:52A
4:50 5:03 5:08 5:13 5:19 5:26 5:30
5:23 5:36 5:41 5:47 5:53 6:01 6:06
5:41 5:55 6:00 6:06 6:12 6:20 6:25
5:51 6:05 6:10 6:16 6:22 6:30 6:35
6:01 6:15 6:20 6:26 6:32 6:40 6:45
6:11 6:25 6:30 6:36 6:43 6:51 6:56
6:20 6:34 6:40 6:46 6:53 7:01 7:06
6:30 6:44 6:50 6:56 7:03 7:12 7:17
6:40 6:54 7:00 7:07 7:14 7:23 7:28
6:49 7:03 7:10 7:17 7:24 7:33 7:38
6:58 7:13 7:20 7:27 7:34 7:43 7:48
7:08 7:23 7:30 7:37 7:44 7:53 7:58
7:18 7:33 7:40 7:47 7:54 8:03 8:08
7:28 7:43 7:50 7:57 8:04 8:13 8:18
7:38 7:53 8:00 8:07 8:14 8:23 8:28
7:48 8:03 8:10 8:17 8:24 8:33 8:38
7:58 8:13 8:20 8:27 8:34 8:44 8:49
8:08 8:23 8:30 8:37 8:44 8:54 8:59
8:18 8:33 8:40 8:47 8:54 9:04 9:10
8:26 8:43 8:50 8:57 9:04 9:14 9:20
8:36 8:53 9:00 9:07 9:14 9:24 9:30
8:45 9:02 9:10 9:17 9:24 9:34 9:40
8:55 9:12 9:20 9:27 9:35 9:46 9:52
9:05 9:22 9:30 9:38 9:46 9:57 10:03
9:15 9:32 9:40 9:48 9:56 10:07 10:13
9:25 9:42 9:50 9:58 10:06 10:17 10:23
9:35 9:52 10:00 10:08 10:16 10:27 10:33
9:45 10:02 10:10 10:18 10:26 10:37 10:43
9:54 10:12 10:20 10:28 10:36 10:47 10:53
10:04 10:22 10:30 10:38 10:46 10:57 11:03
10:13 10:31 10:39 10:47 10:55 11:07 11:13
10:22 10:40 10:48 10:56 11:04 11:16 11:22
10:30 10:49 10:57 11:05 11:13 11:25 11:31
10:39 10:58 11:06 11:14 11:22 11:34 11:40
10:48 11:07 11:15 11:23 11:31 11:44 11:50
10:57 11:16 11:24 11:32 11:40 11:53 11:59
11:06 11:25 11:33 11:41 11:49 12:02P 12:08P
11:15 11:34 11:42 11:50 11:58 12:11 12:17
11:24 11:43 11:51 11:59 12:07P 12:20 12:26
11:32 11:52 12:00P 12:08P 12:16 12:29 12:35
11:41 12:01P 12:09 12:17 12:25 12:38 12:44
11:50 12:10 12:18 12:26 12:34 12:47 12:53
11:59 12:19 12:27 12:35 12:43 12:56 1:02
12:08P 12:28 12:36 12:44 12:52 1:05 1:11
12:17 12:37 12:45 12:53 1:01 1:14 1:20
12:26 12:46 12:54 1:02 1:10 1:23 1:29
12:35 12:55 1:03 1:11 1:19 1:32 1:38
12:44 1:04 1:12 1:20 1:28 1:41 1:47
12:53 1:13 1:21 1:29 1:37 1:50 1:56
1:02 1:22 1:30 1:38 1:46 1:59 2:05
1:11 1:31 1:39 1:47 1:55 2:09 2:15
1:20 1:40 1:48 1:56 2:04 2:18 2:24
1:29 1:49 1:57 2:05 2:13 2:27 2:33
1:38 1:58 2:06 2:14 2:22 2:36 2:42
1:47 2:07 2:15 2:23 2:31 2:45 2:51
1:56 2:16 2:24 2:32 2:40 2:54 3:00
2:05 2:25 2:33 2:41 2:49 3:03 3:09
2:14 2:34 2:42 2:50 2:58 3:12 3:18
2:23 2:43 2:51 2:59 3:07 3:21 3:27
2:32 2:52 3:00 3:08 3:16 3:30 3:36
2:41 3:01 3:09 3:17 3:25 3:39 3:45
2:50 3:10 3:18 3:26 3:34 3:48 3:54
2:59 3:19 3:27 3:35 3:43 3:57 4:03
3:08 3:28 3:36 3:44 3:52 4:06 4:12
3:17 3:37 3:45 3:53 4:01 4:14 4:20
3:26 3:46 3:54 4:02 4:10 4:23 4:29
3:35 3:55 4:03 4:11 4:19 4:32 4:38
3:44 4:04 4:12 4:20 4:28 4:41 4:47
3:53 4:13 4:21 4:29 4:37 4:50 4:56
4:02 4:22 4:30 4:38 4:46 4:59 5:05
4:11 4:31 4:39 4:47 4:55 5:08 5:14
4:20 4:40 4:48 4:56 5:04 5:17 5:23
4:29 4:49 4:57 5:05 5:13 5:26 5:32
4:38 4:58 5:06 5:14 5:22 5:35 5:41
4:47 5:07 5:15 5:23 5:31 5:43 5:49
4:56 5:16 5:24 5:32 5:40 5:52 5:58
5:05 5:25 5:33 5:41 5:49 6:01 6:07
5:15 5:34 5:42 5:50 5:58 6:09 6:15
5:25 5:43 5:51 5:59 6:06 6:17 6:23
5:34 5:52 6:00 6:08 6:15 6:26 6:32
5:45 6:03 6:10 6:18 6:25 6:36 6:42
5:56 6:14 6:21 6:29 6:36 6:47 6:53
6:08 6:26 6:33 6:41 6:48 6:59 7:04
6:20 6:38 6:45 6:53 7:00 7:10 7:15
6:32 6:50 6:57 7:04 7:11 7:21 7:26
6:46 7:04 7:11 7:18 7:25 7:35 7:40
7:06 7:24 7:31 7:38 7:45 7:55 8:00
7:32 7:50 7:57 8:04 8:11 8:20 8:25
8:03 8:20 8:27 8:34 8:41 8:50 8:55
8:34 8:50 8:57 9:03 9:09 9:17 9:22
9:05 9:21 9:27 9:33 9:39 9:47 9:52
9:35 9:51 9:57 10:03 10:09 10:16 10:20
10:07 10:22 10:27 10:33 10:39 10:46 10:50
10:37 10:52 10:57 11:03 11:09 11:16 11:20
11:08 11:22 11:27 11:33 11:39 11:46 11:50
11:38 11:52 11:57 12:03A 12:09A 12:16A 12:20A
12:26A 12:40A 12:45A 12:50 12:56 1:03 1:07
1:24 1:37 1:42 1:47 1:53 2:00 2:04
2:24 2:37 2:42 2:47 2:53 3:00 3:04
3:24 3:37 3:42 3:47 3:53 4:00 4:04
Saturday, Sunday and Holiday Schedules
Saturday, Sunday & Holiday schedule in effect on New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day and Christmas Day.

Horarios de sábado, domingo y días feriados
Horarios de sábado, domingo y días feriados en efecto para año nuevo, día conmemorativo, cuatro de julio, día de los trabajadores trabajo, día de acción de gracias, y Navidad.

ROUTE MAP
3rd St

KOREATOWN
PARK

LA BREA

BEVERLY
GROVE
603
206
2 207
210
210
218
617
617
105
18 20 720
4 1410
2 b
c
e
217
210
Vermont Av
B Line
212

HANCOCK
PARK

WESTLAKE
a
Vermont
Wilshire/
Western
Wilshire/ Wilshire/
Normandie
Vermont/
Beverly
HollywoodNorth
6th St
Westlake/
MacArthur Park
Bixel St
Union Av
Alvarado St
Rampart Bl
1st St
5th St
2nd St
St Paul Av
Witmer St
3rd St
6th St
Beverly Bl
Beverly Bl
Sunset Bl
Sunset Bl
Olympic BlWilshire Bl
Hauser Bl
Ogden Dr
Sherbourne Dr
Willaman Dr Pico Bl
d
Glendale Bl
a

MAP NOTES
St. Vincent Medical Center
b The Grovec Farmer’s Marketd
Metro 16, 217, 218
Beverly Center
e
Metro 14, 16, 105, 218, 617
Cedars-Sinai Medical Center
Metro 14, 16, 218, 617
WEST

HOLLYWOOD

BEVERLY
HILLS
INSET 1 – DOWNTOWN LOS ANGELES
Metro RailMetro Rail Station EntranceMetro Rail StationLocal Stop - Single Direction OnlyRoute of Lines 16 Gracie Allen Dr
5 6
218
4 Wilshire Bl

SEE INSET
MAP 1
7 204 754
D Line
B, D Lines
Normandie Av
Western Av
Wilton Pl
Rossmore Av
Highland Av
La Brea Av
Martel Av
Fairfax Av
Sweetzer Av
San Vicente Bl
Virgil Av
Melrose Av
Santa Monica Bl
2 3
George Burns Rd
105
Robertson Bl
Crenshaw Bl
La Cienega Bl 28
1 Holloway Dr
Figueroa St
Flower St
Hope St
Wall St
Maple St
San Julian St
BroadwaySpring St
Hill St
Main St
Los Angeles St
4th St
3rd St
Olive St
Grand Av
San Pedro St
B, D Lines
Winston St
Hope St
110
B, D Lines
6th St
7th St
Wilshire Bl 7th St/Metro Center
5th St
N INSET MAP 1 - DOWNTOWN LOS ANGELES
Pershing Square
8th St
A, E Lines
8 9
LEGEND
West Hollywood CitylineSanta Clarita TransitLADOT DASHLADOT Commuter ExpressSanta Monica’s Big Blue BusMetro Rail Station Local Stop - Single Direction OnlyLocal Stop TimepointRoute of Lines 16 CE
BBB
WH
SCLD
Westbound-Northbound (Approximate Times) VERNON LOS ANGELES LEIMERT PARK LOS ANGELES BEVERLY HILLS

WESTHOLLYWOOD
Vernon & Santa FeVernon & CentralVernon & VermontKing & CrenshawObama & La BreaWashington/ Fairfax Transit HubLa Cienega & WilshireSan Vicente& Santa Monica 4:16A 4:21A 4:30A 4:42A 4:50A 4:57A 5:09A 5:21A
4:46 4:52 5:01 5:13 5:21 5:28 5:40 5:52
5:10 5:17 5:27 5:40 5:49 5:57 6:11 6:25
5:23 5:30 5:40 5:53 6:02 6:11 6:25 6:40
5:34 5:41 5:51 6:04 6:14 6:23 6:37 6:52
5:44 5:51 6:01 6:16 6:26 6:36 6:50 7:05
5:53 6:00 6:11 6:26 6:36 6:47 7:01 7:17
6:02 6:10 6:21 6:37 6:47 6:58 7:14 7:31
6:12 6:20 6:31 6:48 6:58 7:11 7:27 7:45
6:21 6:29 6:41 6:58 7:09 7:22 7:38 7:56
6:30 6:39 6:51 7:08 7:19 7:32 7:48 8:06
6:40 6:49 7:01 7:18 7:29 7:44 8:00 8:18
6:49 6:58 7:11 7:28 7:39 7:54 8:11 8:29
6:59 7:08 7:21 7:38 7:49 8:04 8:21 8:39
7:09 7:18 7:31 7:48 7:59 8:14 8:31 8:49
7:18 7:27 7:41 7:58 8:09 8:24 8:41 8:59
7:28 7:37 7:51 8:09 8:20 8:34 8:51 9:09
7:38 7:47 8:01 8:19 8:30 8:43 9:00 9:18
7:48 7:57 8:11 8:29 8:40 8:53 9:10 9:28
7:58 8:07 8:21 8:39 8:50 9:03 9:20 9:38
8:08 8:17 8:31 8:49 9:00 9:11 9:28 9:47
8:18 8:27 8:41 8:59 9:10 9:21 9:38 9:57
8:28 8:37 8:51 9:09 9:20 9:31 9:48 10:06
8:38 8:47 9:01 9:18 9:29 9:40 9:57 10:15
8:49 8:58 9:11 9:28 9:39 9:50 10:07 10:25
8:59 9:08 9:21 9:38 9:49 10:00 10:17 10:35
9:09 9:18 9:31 9:48 9:59 10:10 10:27 10:45
9:19 9:28 9:41 9:58 10:09 10:20 10:37 10:55
9:29 9:38 9:51 10:08 10:19 10:30 10:47 11:05
9:39 9:48 10:01 10:18 10:29 10:40 10:57 11:15
9:49 9:58 10:11 10:28 10:39 10:50 11:08 11:26
9:59 10:08 10:21 10:38 10:49 11:00 11:18 11:36
10:09 10:18 10:31 10:48 10:59 11:10 11:28 11:46
10:19 10:28 10:41 10:58 11:09 11:20 11:38 11:56
10:29 10:38 10:51 11:08 11:19 11:30 11:49 12:07P
10:39 10:48 11:01 11:18 11:29 11:40 11:59 12:17
10:49 10:58 11:11 11:28 11:39 11:50 12:09P 12:27
10:59 11:08 11:21 11:38 11:49 11:59 12:19 12:37
11:09 11:18 11:31 11:48 11:59 12:10P 12:29 12:47
11:19 11:28 11:41 11:58 12:09P 12:20 12:40 12:58
11:29 11:38 11:51 12:08P 12:19 12:30 12:50 1:08
11:39 11:48 12:01P 12:19 12:30 12:41 1:01 1:20
11:49 11:58 12:11 12:29 12:40 12:51 1:11 1:30
11:59 12:08P 12:21 12:39 12:50 1:01 1:21 1:40
12:09P 12:18 12:31 12:49 1:00 1:11 1:31 1:50
12:19 12:28 12:41 12:59 1:10 1:21 1:41 2:00
12:29 12:38 12:51 1:10 1:21 1:32 1:52 2:11
12:39 12:48 1:01 1:20 1:31 1:42 2:02 2:22
12:49 12:58 1:11 1:30 1:41 1:52 2:11 2:31
12:59 1:08 1:21 1:40 1:51 2:02 2:20 2:40
1:09 1:18 1:31 1:50 2:01 2:13 2:31 2:51
1:19 1:28 1:41 2:00 2:11 2:23 2:41 3:01
1:29 1:38 1:51 2:10 2:21 2:33 2:51 3:11
1:39 1:48 2:01 2:20 2:31 2:43 3:01 3:21
1:49 1:58 2:11 2:30 2:41 2:53 3:11 3:31
1:59 2:08 2:21 2:40 2:51 3:03 3:21 3:41
2:09 2:18 2:31 2:50 3:01 3:13 3:31 3:51
2:19 2:28 2:41 3:00 3:11 3:23 3:40 4:00
2:29 2:38 2:51 3:10 3:21 3:33 3:50 4:10
2:39 2:48 3:01 3:20 3:31 3:42 3:59 4:19
2:48 2:57 3:11 3:30 3:41 3:52 4:09 4:29
2:57 3:07 3:21 3:40 3:51 4:02 4:19 4:39
3:07 3:17 3:31 3:50 4:01 4:12 4:29 4:49
3:17 3:27 3:41 4:00 4:11 4:22 4:39 4:59
3:26 3:37 3:51 4:10 4:21 4:32 4:49 5:09
3:36 3:47 4:01 4:20 4:31 4:42 — —
3:46 3:57 4:11 4:30 4:41 4:52 5:09 5:29
3:56 4:07 4:21 4:40 4:51 5:02 — —
4:06 4:17 4:31 4:50 5:01 5:12 5:29 5:49
4:16 4:27 4:41 5:00 5:11 5:22 — —
4:26 4:37 4:51 5:10 5:21 5:32 5:49 6:09
4:36 4:47 5:01 5:20 5:31 5:41 — —
4:46 4:57 5:11 5:30 5:41 5:51 6:08 6:29
4:56 5:07 5:21 5:40 5:51 6:01 — —
5:06 5:17 5:31 5:50 6:01 6:11 6:27 6:46
5:16 5:27 5:41 6:00 6:11 6:21 — —
5:26 5:37 5:51 6:09 6:20 6:30 6:46 7:05
5:36 5:47 6:01 6:18 6:29 6:39 — —
5:46 5:57 6:11 6:28 6:39 6:49 7:05 7:23
5:57 6:07 6:21 6:38 6:49 6:59 — —
6:08 6:18 6:32 6:49 7:00 7:09 7:24 7:42
6:20 6:30 6:44 7:01 7:11 7:20 — —
6:36 6:45 6:59 7:15 7:25 7:34 7:49 8:06
6:52 7:01 7:14 7:30 7:40 7:49 — —
7:10 7:18 7:31 7:47 7:57 8:06 8:20 8:36
7:34 7:42 7:55 8:11 8:21 8:30 8:43 8:59
8:02 8:09 8:21 8:36 8:45 8:53 9:06 9:21
8:29 8:36 8:48 9:03 9:12 9:20 9:33 9:48
9:07 9:14 9:26 9:40 9:49 9:57 10:09 10:23
9:55 10:02 10:13 10:26 10:35 10:42 10:54 11:08
Southbound - Eastbound (Approximate Times) WEST HOLLYWOOD BEVERLY HILLS LOS ANGELES LEIMERT PARK LOS ANGELES VERNON
San Vicente& Santa MonicaLa Cienega & WilshireWashington/ Fairfax Transit HubObama & La BreaKing & CrenshawVernon & VermontVernon & CentralPacific & Santa Fe 4:00A 4:10A 4:20A 4:28A 4:35A 4:46A 4:54A 5:00A
4:29 4:39 4:49 4:57 5:04 5:16 5:26 5:34
4:49 4:59 5:11 5:19 5:26 5:38 5:48 5:56
— — A5:26 5:34 5:41 5:53 6:03 6:13
5:12 5:23 5:36 5:45 5:52 6:05 6:16 6:26
— — A5:46 5:55 6:02 6:15 6:26 6:37
5:32 5:43 5:56 6:05 6:12 6:25 6:37 6:48
— — A6:06 6:15 6:22 6:35 6:47 6:58
5:50 6:02 6:15 6:24 6:31 6:45 6:57 7:08
— — A6:24 6:33 6:41 6:55 7:08 7:19
6:07 6:19 6:32 6:42 6:50 7:04 7:17 7:28
— — A6:39 6:49 6:57 7:12 7:25 7:37
6:21 6:32 6:46 6:56 7:05 7:20 7:33 7:45
— — A6:54 7:05 7:14 7:29 7:44 7:56
6:37 6:48 7:02 7:14 7:23 7:39 7:54 8:06
6:44 6:57 7:12 7:24 7:33 7:49 8:03 8:14
6:55 7:07 7:22 7:34 7:43 7:59 8:12 8:23
7:02 7:17 7:32 7:44 7:53 8:09 8:22 8:33
7:11 7:26 7:42 7:54 8:03 8:19 8:32 8:42
7:22 7:36 7:52 8:04 8:13 8:29 8:41 8:51
7:30 7:47 8:03 8:15 8:24 8:39 8:51 9:01
7:40 7:57 8:13 8:25 8:34 8:49 9:01 9:10
7:50 8:07 8:23 8:35 8:44 8:59 9:11 9:20
8:01 8:16 8:32 8:45 8:54 9:09 9:21 9:30
8:09 8:26 8:42 8:55 9:04 9:19 9:31 9:40
8:18 8:35 8:52 9:05 9:14 9:29 9:41 9:50
8:29 8:46 9:03 9:15 9:24 9:39 9:51 10:00
8:38 8:55 9:13 9:25 9:34 9:49 10:01 10:10
8:48 9:05 9:24 9:36 9:45 10:00 10:12 10:21
8:58 9:15 9:34 9:46 9:55 10:11 10:23 10:32
9:09 9:26 9:45 9:57 10:06 10:22 10:34 10:43
9:22 9:38 9:57 10:08 10:17 10:33 10:45 10:54
9:32 9:48 10:07 10:18 10:27 10:43 10:55 11:04
9:41 9:57 10:17 10:28 10:37 10:53 11:05 11:14
9:51 10:07 10:27 10:38 10:47 11:03 11:15 11:24
10:01 10:17 10:37 10:48 10:57 11:13 11:25 11:34
10:11 10:27 10:47 10:58 11:08 11:24 11:36 11:45
10:21 10:37 10:57 11:08 11:18 11:34 11:46 11:55
10:31 10:47 11:07 11:18 11:28 11:44 11:56 12:05P
10:41 10:57 11:17 11:28 11:38 11:54 12:06P 12:15
10:50 11:06 11:26 11:38 11:48 12:04P 12:16 12:25
11:00 11:16 11:36 11:48 11:58 12:15 12:27 12:36
11:10 11:26 11:46 11:58 12:08P 12:25 12:37 12:46
11:19 11:36 11:56 12:08P 12:18 12:35 12:47 12:56
11:29 11:46 12:06P 12:18 12:28 12:45 12:57 1:06
11:39 11:56 12:16 12:28 12:38 12:55 1:07 1:16
11:49 12:06P 12:26 12:38 12:48 1:05 1:17 1:26
11:59 12:16 12:36 12:48 12:58 1:15 1:27 1:36
12:09P 12:26 12:46 12:58 1:08 1:25 1:37 1:46
12:18 12:35 12:55 1:08 1:18 1:35 1:47 1:56
12:27 12:45 1:05 1:18 1:28 1:45 1:57 2:07
12:37 12:55 1:15 1:28 1:38 1:55 2:07 2:17
12:47 1:05 1:25 1:38 1:48 2:05 2:17 2:27
12:57 1:15 1:35 1:48 1:58 2:15 2:27 2:38
1:07 1:25 1:45 1:58 2:08 2:25 2:38 2:49
1:17 1:35 1:55 2:08 2:18 2:35 2:49 3:00
1:28 1:46 2:06 2:19 2:29 2:46 3:00 3:12
1:40 1:58 2:17 2:30 2:40 2:57 3:12 3:24
1:52 2:08 2:27 2:41 2:51 3:09 3:24 3:36
1:58 2:16 2:35 2:50 3:00 3:19 3:34 3:46
2:07 2:25 2:44 2:59 3:09 3:28 3:43 3:55
2:16 2:34 2:53 3:09 3:19 3:38 3:53 4:05
2:25 2:43 3:02 3:19 3:29 3:48 4:03 4:15
2:34 2:52 3:12 3:29 3:39 3:58 4:14 4:26
2:44 3:02 3:22 3:40 3:50 4:08 4:24 4:36
2:53 3:12 3:32 3:50 4:00 4:18 4:34 4:46
3:02 3:22 3:42 4:00 4:10 4:28 4:44 4:56
3:12 3:32 3:52 4:10 4:20 4:38 4:54 5:06
3:22 3:42 4:02 4:20 4:30 4:48 5:04 5:16
3:32 3:52 4:12 4:30 4:40 4:58 5:14 5:26
3:41 4:01 4:21 4:40 4:50 5:08 5:24 5:35
3:51 4:11 4:31 4:50 5:00 5:18 5:34 5:44
4:01 4:22 4:42 5:01 5:11 5:29 5:44 5:54
4:11 4:32 4:52 5:11 5:21 5:39 5:54 6:04
4:21 4:42 5:02 5:21 5:31 5:49 6:04 6:13
4:31 4:52 5:12 5:31 5:41 5:59 6:13 6:22
4:41 5:02 5:22 5:41 5:51 6:09 6:23 6:32
4:52 5:13 5:33 5:52 6:02 6:19 6:33 6:42
5:03 5:24 5:44 6:03 6:12 6:29 6:42 6:51
5:16 5:36 5:56 6:13 6:22 6:39 6:52 7:01
5:28 5:48 6:07 6:24 6:33 6:49 7:02 7:10
5:44 6:04 6:22 6:38 6:47 7:03 7:15 7:23
6:04 6:23 6:40 6:55 7:04 7:20 7:32 7:39
6:25 6:44 7:01 7:14 7:23 7:38 7:50 7:57
6:45 7:04 7:21 7:33 7:42 7:57 8:08 8:15
7:09 7:26 7:42 7:53 8:02 8:16 8:27 8:34
7:28 7:45 8:01 8:12 8:21 8:35 8:46 8:53
7:51 8:07 8:22 8:33 8:42 8:56 9:07 9:14
8:20 8:33 8:48 8:59 9:07 9:21 9:32 9:39
8:50 9:05 9:19 9:28 9:36 9:50 10:00 10:07
9:20 9:35 9:49 9:58 10:06 10:20 10:30 10:37
Farmdale
Expo/Crenshaw
La Cienega/Jefferson
10 110
Burton Wy
Western Av
M.L. King Jr. Bl Arlington Av
Vermont Av
Figueroa St
Broadway
Main St
Compton Av
Long Beach Av W
Long Beach Av E

LOS ANGELES VERNON

WEST HOLLYWOOD
Central Av
Avalon Bl
Hooper Av
Coliseum St
CULVER
CITY
3rd St
Santa Monica Bl
Olympic Bl
Wilshire Bl
Pico Bl
18th St
La Cienega Bl
Cadillac Av
Adams Bl
Venice Bl
Jefferson Bl
Washington Bl La Cienega Bl
Exposition Bl
Leimert Bl
Crenshaw Bl Crenshaw Bl
La Brea Av
Pacific Bl
Santa Fe Av

CRENSHAW
A Line
To
Santa
Monica
To Downtown L.A.
& East L.A.

To Downtown L.A.
& Azusa
To Long Beach
Melrose Av
Holloway Dr
San Vicente Bl
Vernon
Obama Bl

BEVERLY
HILLS
Beverly Bl
Airdrome St
Normandie Av
Expo Park/USC
Vernon Av
Line 105 Route
Local Stop Timepoint
Robertson Bl
Stocker St
Hil l crest Dr
Marlton Av
Leimert Bl
M.L. King Jr. Bl
Vernon Av
INSET 1 – CRENSHAW/LEIMERT PARK N

LEIMERT
PARK

CRENSHAW
M.L. King Jr. Bl
Stocker St
43rd St
Crenshaw Bl
40 LD
102
102
Coliseum St
Rosalia Dr
Santa
LD
4 212 LD
LD
210
102
206
81 48
51 LD
LD
60 38
20 720
10 14
28 37
207
210 40
LD 204 754
45 40
33 217
BBB7 BBBR7
CE437
611 55 LD
LD 53
C1
LN
C4 LN
E Line
35 209
Expo/
Western Expo/
Vermont
105
16 218
105
105
Expo/La Brea
102

SEE INSET
1 LEGEND
h
e
d
a
c
b
f
g
a Vernon Station
Metro A Line; 105, 611,
DASH Pueblo Del Rio,
DASH Southeast
b Leimert Plaza Park
Metro K Line; 40, 102, 105, 210
c Baldwin Hills Crenshaw Plaza
Metro K Line; 40, 102, 105, 210;
DASH Leimert /Slauson
d Washington/Fairfax
Transit Hub
Metro 35, 37, 38, 105, 217;
C1, C4; CE 437
e Kaiser West L.A. Medical Center
Metro 33, 105
f Plaza La Cienega
g La Cienega Park
Metro 28, 105
h Cedars-Sinai Medical Center
Metro 16, 105, 218, 617;
DASH Fairfax
i Beverly Center
Metro 14, 16, 105, 218, 617;
DASH Fairfax
6 7 8
4 3
2 16
Metro Rail
Metro Rail Station & Timepoint
Metro Rail Station
Transit Center
Map Notes
Connecting Line
Rapid Connecting Line
Culver CityBus
LADOT Commuter Express

LADOT DASH
County of LA - The Link
Santa Monica’s Big Blue Bus
Sunset Bl

ROUTE MAP
i

MAP NOTES
C
CE
LD
LN
BBB
###
###
E Line
1 Fairfax Av
Gregory Wy
2 Leimert Park
5 M.L. King Jr
K Line
K Line
LD 210
Effective Dec 15 2024 105 Monday through Friday WEST HOLLYWOOD BEVERLY HILLS CULVER CITY CRENSHAW VERNON

LA CIENEGA BL
800.621.7828Wheelchair Hotline
323.GO.METROmetro.net
Sujeto a cambios sin previo aviso
Subject to change without notice
711California Relay Service511Travel Info
La Cienega/Jefferson Station E Line
Martin L. King Jr. Station K Line
Leimert Park Station K Line
N

VERNON AV
Vernon Station
A Line
Washington/Fairfax Transit Hub
Effective Dec 15 2024
105
via La Cienega Bl & Vernon Av
Vernon - West Hollywood
Metro Local
1 2 3 4 5 6 7 8 8 7 6 5 4 3 2 1
@metrolosangeles
@losangelesmetro
@metrolosangeles
For transportation news and views,
visit metro.net/thesource.

See Late Night/Owl Service schedule for additional service See Late Night/Owl Service schedule for additional service Westbound - Northbound (Approximate Times) VERNON LOS ANGELES LEIMERT PARK LOS ANGELES BEVERLY HILLS

WESTHOLLYWOOD
Vernon & Santa FeVernon & CentralVernon & VermontKing & CrenshawObama & La BreaWashington/Fairfax Transit HubLa Cienega & WilshireSan Vicente &Santa Monica 4:17A 4:22A 4:30A 4:42A 4:50A 4:57A 5:07A 5:19A
4:45 4:50 4:58 5:10 5:18 5:25 5:36 5:48
5:06 5:12 5:22 5:34 5:42 5:49 6:01 6:13
5:26 5:32 5:42 5:54 6:02 6:09 6:21 6:33
5:46 5:52 6:02 6:15 6:24 6:31 6:43 6:56
6:05 6:12 6:22 6:35 6:45 6:52 7:04 7:17
6:24 6:31 6:42 6:55 7:05 7:13 7:26 7:39
6:41 6:48 6:59 7:12 7:22 7:30 7:44 7:57
6:56 7:03 7:14 7:27 7:37 7:45 7:59 8:12
7:10 7:17 7:28 7:42 7:52 8:00 8:14 8:27
7:25 7:32 7:43 7:57 8:07 8:15 8:29 8:43
7:40 7:47 7:58 8:12 8:22 8:30 8:44 8:58
7:55 8:02 8:14 8:28 8:38 8:47 9:01 9:15
8:09 8:16 8:28 8:42 8:52 9:01 9:16 9:30
8:25 8:32 8:44 8:58 9:08 9:17 9:32 9:46
8:38 8:46 8:58 9:13 9:23 9:32 9:47 10:01
8:52 9:00 9:12 9:28 9:38 9:47 10:02 10:17
9:07 9:15 9:27 9:43 9:53 10:02 10:17 10:32
9:21 9:29 9:42 9:58 10:08 10:18 10:33 10:48
9:36 9:44 9:57 10:13 10:23 10:33 10:49 11:05
9:51 9:59 10:12 10:28 10:38 10:48 11:04 11:20
10:05 10:14 10:27 10:43 10:53 11:03 11:19 11:35
10:19 10:28 10:42 10:58 11:08 11:18 11:34 11:50
10:34 10:43 10:57 11:13 11:23 11:33 11:50 12:06P
10:49 10:58 11:12 11:28 11:38 11:48 12:05P 12:22
11:04 11:13 11:27 11:43 11:53 12:04P 12:21 12:38
11:18 11:27 11:41 11:57 12:08P 12:19 12:36 12:53
11:33 11:42 11:56 12:12P 12:23 12:34 12:51 1:08
11:47 11:56 12:11P 12:27 12:38 12:49 1:06 1:23
12:01P 12:10P 12:25 12:42 12:53 1:04 1:21 1:38
12:16 12:25 12:40 12:57 1:08 1:19 1:36 1:53
12:31 12:40 12:55 1:12 1:23 1:34 1:51 2:08
12:46 12:55 1:10 1:27 1:38 1:49 2:06 2:23
1:01 1:10 1:25 1:42 1:53 2:04 2:21 2:38
1:16 1:25 1:40 1:57 2:08 2:19 2:36 2:53
1:31 1:40 1:55 2:12 2:23 2:34 2:51 3:08
1:46 1:55 2:10 2:27 2:38 2:49 3:06 3:23
2:01 2:10 2:25 2:42 2:53 3:04 3:21 3:38
2:17 2:26 2:41 2:58 3:09 3:20 3:37 3:54
2:33 2:42 2:57 3:14 3:25 3:36 3:53 4:10
2:49 2:58 3:13 3:30 3:41 3:52 4:09 4:26
3:04 3:13 3:28 3:45 3:56 4:07 4:24 4:41
3:19 3:28 3:43 4:00 4:11 4:22 4:39 4:56
3:34 3:43 3:58 4:15 4:26 4:37 4:53 5:10
3:50 3:59 4:14 4:31 4:42 4:53 5:09 5:26
4:05 4:14 4:29 4:46 4:57 5:08 5:24 5:41
4:20 4:29 4:44 5:01 5:12 5:23 5:39 5:58
4:34 4:43 4:58 5:15 5:26 5:36 5:52 6:09
4:49 4:58 5:13 5:30 5:41 5:51 6:07 6:24
5:03 5:12 5:27 5:44 5:55 6:05 6:21 6:38
5:17 5:26 5:41 5:58 6:09 6:18 6:34 6:49
5:31 5:40 5:55 6:11 6:22 6:31 6:47 7:02
5:47 5:56 6:10 6:26 6:37 6:46 7:02 7:18
6:03 6:11 6:25 6:41 6:52 7:01 7:16 7:31
6:19 6:27 6:41 6:57 7:08 7:17 7:32 7:48
6:39 6:47 7:01 7:16 7:27 7:36 7:51 8:07
7:02 7:10 7:24 7:39 7:50 7:59 8:12 8:27
7:27 7:35 7:49 8:04 8:14 8:22 8:35 8:50
7:54 8:02 8:15 8:29 8:39 8:47 9:00 9:15
8:25 8:33 8:46 9:00 9:09 9:17 9:30 9:44
9:04 9:11 9:23 9:37 9:46 9:54 10:06 10:20
9:55 10:02 10:13 10:26 10:35 10:42 10:54 11:08
Southbound - Eastbound (Approximate Times) WEST HOLLYWOOD BEVERLY HILLS LOS ANGELES LEIMERT PARK LOS ANGELES VERNON
San Vicente &Santa MonicaLa Cienega & WilshireWashington/Fairfax Transit HubObama & La BreaKing & CrenshawVernon & VermontVernon & CentralPacific & Santa Fe 4:23A 4:31A 4:41A 4:48A 4:55A 5:06A 5:15A 5:21A
4:49 4:57 5:07 5:14 5:21 5:33 5:42 5:48
5:12 5:20 5:30 5:37 5:44 5:56 6:05 6:11
— — A5:50 5:57 6:04 6:16 6:25 6:31
5:48 5:57 6:08 6:16 6:23 6:36 6:45 6:52
— — A6:24 6:32 6:40 6:53 7:02 7:09
6:13 6:26 6:38 6:47 6:55 7:08 7:18 7:25
— — A6:53 7:02 7:10 7:23 7:33 7:40
6:42 6:55 7:07 7:16 7:24 7:37 7:47 7:54
6:57 7:10 7:23 7:32 7:40 7:53 8:03 8:10
7:11 7:24 7:38 7:47 7:55 8:08 8:19 8:26
7:26 7:37 7:51 8:00 8:09 8:23 8:34 8:41
7:39 7:52 8:06 8:15 8:24 8:38 8:49 8:56
7:54 8:07 8:21 8:30 8:39 8:53 9:04 9:11
8:11 8:22 8:36 8:45 8:54 9:08 9:20 9:27
8:23 8:37 8:51 9:00 9:09 9:23 9:35 9:42
8:37 8:52 9:06 9:15 9:24 9:38 9:50 9:57
8:52 9:07 9:21 9:30 9:39 9:53 10:05 10:12
9:06 9:21 9:35 9:44 9:53 10:08 10:20 10:27
9:20 9:35 9:49 9:58 10:07 10:23 10:35 10:42
9:34 9:49 10:03 10:13 10:22 10:38 10:50 10:57
9:48 10:03 10:18 10:28 10:38 10:54 11:06 11:14
10:03 10:16 10:31 10:41 10:51 11:07 11:19 11:27
10:15 10:30 10:46 10:56 11:06 11:23 11:35 11:43
10:29 10:45 11:01 11:11 11:21 11:38 11:50 11:58
10:43 10:59 11:15 11:25 11:35 11:52 12:04P 12:13P
10:58 11:14 11:30 11:40 11:50 12:07P 12:19 12:28
11:13 11:29 11:45 11:55 12:05P 12:22 12:34 12:43
11:26 11:42 11:58 12:09P 12:19 12:36 12:49 12:58
11:41 11:57 12:14P 12:25 12:35 12:52 1:05 1:14
11:55 12:12P 12:29 12:41 12:51 1:08 1:21 1:30
12:11P 12:28 12:45 12:57 1:07 1:24 1:37 1:46
12:27 12:44 1:01 1:13 1:23 1:40 1:53 2:02
12:43 1:00 1:17 1:29 1:39 1:56 2:09 2:18
12:57 1:14 1:31 1:43 1:53 2:10 2:23 2:32
1:11 1:28 1:45 1:57 2:07 2:24 2:37 2:46
1:25 1:42 1:59 2:11 2:21 2:38 2:51 3:00
1:39 1:56 2:13 2:25 2:35 2:52 3:05 3:14
1:54 2:11 2:28 2:41 2:51 3:08 3:21 3:30
2:10 2:27 2:44 2:57 3:07 3:24 3:37 3:46
2:26 2:43 3:00 3:13 3:23 3:40 3:53 4:02
2:41 2:58 3:15 3:28 3:38 3:55 4:08 4:16
2:56 3:13 3:30 3:43 3:53 4:10 4:23 4:31
3:11 3:28 3:44 3:57 4:07 4:24 4:36 4:44
3:26 3:43 3:59 4:11 4:21 4:38 4:50 4:58
3:42 3:59 4:15 4:27 4:37 4:53 5:05 5:13
3:58 4:15 4:31 4:42 4:52 5:08 5:20 5:28
4:13 4:30 4:46 4:57 5:07 5:23 5:35 5:43
4:28 4:45 5:01 5:12 5:22 5:38 5:50 5:58
4:44 5:01 5:17 5:28 5:38 5:54 6:06 6:14
4:59 5:16 5:32 5:43 5:53 6:09 6:21 6:29
5:14 5:31 5:47 5:58 6:08 6:24 6:36 6:44
5:29 5:46 6:02 6:13 6:23 6:38 6:50 6:58
5:46 6:03 6:18 6:29 6:39 6:53 7:05 7:12
6:05 6:22 6:37 6:47 6:57 7:11 7:22 7:29
6:26 6:43 6:57 7:07 7:17 7:31 7:42 7:49
6:47 7:04 7:18 7:28 7:37 7:51 8:02 8:09
7:07 7:24 7:38 7:48 7:57 8:11 8:22 8:29
7:29 7:45 7:59 8:09 8:18 8:32 8:43 8:50
7:53 8:09 8:23 8:33 8:42 8:56 9:07 9:14
8:22 8:35 8:49 8:58 9:07 9:21 9:32 9:39
8:50 9:05 9:19 9:28 9:36 9:50 10:01 10:08
9:20 9:35 9:49 9:58 10:06 10:20 10:31 10:38
See Late Night/Owl Service schedule for additional service See Late Night/Owl Service schedule for additional service See Late Night/Owl Service schedule for additional service See Late Night/Owl Service schedule for additional service Westbound - Northbound (Approximate Times) VERNON LOS ANGELES LEIMERT PARK LOS ANGELES BEVERLY HILLS

WESTHOLLYWOOD
Vernon & Santa Fe Vernon & CentralVernon & VermontKing & CrenshawObama & La BreaWashington/Fairfax Transit HubLa Cienega & WilshireSan Vicente &Santa Monica 10:50P 10:56P 11:06P 11:18P 11:26P 11:33P 11:43P 11:56P 11:42 11:48 11:57 12:08A 12:16A 12:23A 12:33A 12:45A
12:40A 12:45A B12:56A 1:06 — — — —
1:40 1:45 B1:56 2:06 — — — —
2:40 2:45 B2:56 3:06 — — — —
3:40 3:45 B3:56 4:06 — — — —
105 Daily, Saturday & Sunday Late Night/Owl Service
Southbound - Eastbound (Approximate Times) WEST HOLLYWOOD BEVERLY HILLS LOS ANGELES LEIMERT PARK LOS ANGELES VERNON
San Vicente &Santa MonicaLa Cienega & WilshireWashington/Fairfax Transit HubObama & La BreaKing & CrenshawVernon & VermontVernon & CentralPacific & Santa Fe 10:19P 10:32P 10:46P 10:55P 11:03P 11:15P 11:24P 11:30P 11:25 11:37 11:48 11:56 12:03A 12:15A 12:23A 12:28A
— — — — 1:09 1:18 1:26 1:31
— — — — 2:09 2:18 2:26 2:31
— — — — 3:09 3:18 3:26 3:31
— — — — 4:09 4:18 4:26 4:31
Sunday and Holiday Schedules 105
Southbound - Eastbound (Approximate Times) WEST HOLLYWOOD BEVERLY HILLS LOS ANGELES LEIMERT PARK LOS ANGELES VERNON
San Vicente &Santa MonicaLa Cienega & WilshireWashington/Fairfax Transit HubObama & La BreaKing & CrenshawVernon & VermontVernon & CentralPacific & Santa Fe 4:24A 4:32A 4:41A 4:48A 4:55A 5:06A 5:15A 5:21A
5:03 5:11 5:20 5:27 5:34 5:46 5:55 6:01
5:18 5:26 5:35 5:42 5:49 6:01 6:10 6:16
— — A5:50 5:57 6:04 6:16 6:25 6:31
5:46 5:55 6:05 6:13 6:20 6:32 6:41 6:47
— — A6:19 6:27 6:35 6:48 6:57 7:03
6:11 6:22 6:33 6:42 6:50 7:04 7:14 7:20
— — A6:48 6:57 7:05 7:19 7:29 7:36
6:39 6:52 7:03 7:12 7:20 7:34 7:44 7:51
6:54 7:07 7:18 7:27 7:35 7:49 7:59 8:06
7:09 7:22 7:33 7:42 7:50 8:04 8:15 8:22
7:23 7:36 7:48 7:57 8:06 8:21 8:32 8:39
7:38 7:51 8:03 8:12 8:21 8:36 8:47 8:54
7:53 8:06 8:18 8:27 8:36 8:51 9:02 9:09
8:08 8:21 8:33 8:42 8:51 9:06 9:18 9:25
8:24 8:36 8:48 8:57 9:06 9:21 9:33 9:40
8:37 8:51 9:03 9:12 9:21 9:36 9:48 9:55
8:52 9:06 9:18 9:27 9:36 9:51 10:03 10:10
9:07 9:21 9:33 9:42 9:51 10:07 10:19 10:26
9:22 9:36 9:48 9:57 10:06 10:22 10:34 10:41
9:36 9:50 10:02 10:12 10:21 10:37 10:49 10:56
9:49 10:03 10:17 10:27 10:37 10:53 11:05 11:13
10:04 10:18 10:32 10:42 10:52 11:08 11:20 11:28
10:19 10:33 10:47 10:57 11:07 11:23 11:35 11:43
10:33 10:48 11:02 11:12 11:22 11:38 11:50 11:58
10:48 11:03 11:17 11:27 11:37 11:54 12:06P 12:15P
11:03 11:18 11:32 11:42 11:52 12:09P 12:21 12:30
11:18 11:33 11:47 11:57 12:07P 12:24 12:36 12:45
11:33 11:48 12:02P 12:12P 12:22 12:39 12:51 1:00
11:48 12:03P 12:17 12:27 12:37 12:54 1:06 1:15
12:03P 12:17 12:31 12:42 12:52 1:09 1:21 1:30
12:14 12:30 12:46 12:57 1:07 1:24 1:36 1:45
12:29 12:45 1:01 1:12 1:22 1:39 1:51 2:00
12:44 1:00 1:16 1:27 1:37 1:54 2:06 2:15
12:58 1:15 1:31 1:42 1:52 2:09 2:21 2:30
1:13 1:30 1:46 1:57 2:07 2:24 2:36 2:45
1:28 1:45 2:01 2:12 2:22 2:39 2:51 3:00
1:43 2:00 2:16 2:27 2:37 2:54 3:06 3:15
1:58 2:15 2:31 2:42 2:52 3:09 3:21 3:30
2:13 2:30 2:46 2:57 3:07 3:24 3:36 3:45
2:28 2:45 3:01 3:12 3:22 3:39 3:51 4:00
2:43 3:00 3:16 3:27 3:37 3:54 4:06 4:14
2:58 3:15 3:31 3:42 3:52 4:09 4:21 4:29
3:14 3:31 3:46 3:57 4:07 4:24 4:36 4:44
3:29 3:46 4:01 4:12 4:22 4:39 4:51 4:59
3:44 4:01 4:16 4:27 4:37 4:53 5:05 5:13
3:59 4:16 4:31 4:42 4:52 5:08 5:20 5:28
4:14 4:31 4:46 4:57 5:07 5:23 5:35 5:43
4:29 4:46 5:01 5:12 5:22 5:38 5:50 5:58
4:44 5:01 5:16 5:27 5:37 5:53 6:05 6:13
4:59 5:16 5:31 5:42 5:52 6:08 6:20 6:28
5:14 5:31 5:46 5:57 6:07 6:23 6:35 6:43
5:29 5:46 6:01 6:12 6:22 6:37 6:49 6:57
5:45 6:02 6:16 6:27 6:37 6:52 7:04 7:11
6:03 6:20 6:34 6:45 6:55 7:10 7:21 7:28
6:25 6:41 6:55 7:05 7:15 7:30 7:41 7:48
6:47 7:03 7:16 7:26 7:35 7:50 8:01 8:08
7:07 7:23 7:36 7:46 7:55 8:10 8:21 8:28
7:30 7:45 7:58 8:08 8:17 8:32 8:43 8:50
7:55 8:10 8:23 8:33 8:42 8:56 9:06 9:13
8:23 8:36 8:49 8:58 9:07 9:21 9:31 9:38
8:51 9:06 9:19 9:28 9:36 9:50 10:00 10:07
9:21 9:36 9:49 9:58 10:06 10:20 10:30 10:37
Sunday and Holiday Schedules
Sunday and Holiday Schedule in effect on
New Year’s Day, Memorial Day, Independence Day,
Labor Day, Thanksgiving Day and Christmas Day.

Horarios de domingo y días feriados
Horarios de domingo y días feriados en efecto para año nuevo, día conmemorativo, cuatro de julio, día día del trabajo, día de acción de gracias, y Navidad.

Special Notes
A Trip originates at Venice & Cadillac (Kaiser Hospital) 2-3 minutes before time shown.

B Waits at Vernon & Vermont for transfer connection.

Avisos especiales
A El viaje se origina en Venice y Cadillac (Hospital Kaiser) 2-3 minutos antes de la hora mostrada.

B Espera en Vernon y Vermont por la conexión de transferencia. 1 2 3 4 5 6 7 8 8 7 6 5 4 3 2 1
1 2 3 4 5 6 7 8 8 7 6 5 4 3 2 1
1 2 3 4 5 6 7 8 8 7 6 5 4 3 2 1
Connect to
Metro Security 24/7.

Call: 888.950.7233
Text: 213.788.2777
App: LA Metro Transit Watch
Call 911
for emergencies.

LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-Appendix Covers.docx

APPENDIX B

MANUAL TRAFFIC COUNT DATA
File Name : 01_BVH_Doh_Bur AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Doheny Drive
E/W: Burton Way
Weather: Clear
Groups Printed- Total Volume
Doheny Drive
Southbound
Burton Way
Westbound
Doheny Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 07:00 AM 16 87 27 0 130 11 173 27 1 212 2 40 1 0 43 7 37 4 0 48 433 07:15 AM 5 107 34 0 146 11 195 29 2 237 5 77 2 0 84 6 54 3 0 63 530 07:30 AM 13 136 55 0 204 31 263 35 2 331 6 73 0 0 79 9 62 7 0 78 692 07:45 AM 26 107 44 0 177 21 228 34 1 284 3 94 2 0 99 12 94 6 0 112 672 Total 60 437 160 0 657 74 859 125 6 1064 16 284 5 0 305 34 247 20 0 301 2327 08:00 AM 10 146 39 0 195 32 178 33 1 244 5 94 2 0 101 13 95 3 0 111 651 08:15 AM 12 143 53 0 208 24 221 38 1 284 4 110 6 0 120 21 106 3 0 130 742 08:30 AM 21 132 40 0 193 27 247 24 2 300 4 87 3 0 94 10 127 13 0 150 737 08:45 AM 19 135 47 0 201 38 274 47 2 361 5 113 4 0 122 18 130 3 0 151 835 Total 62 556 179 0 797 121 920 142 6 1189 18 404 15 0 437 62 458 22 0 542 2965 Grand Total 122 993 339 0 1454 195 1779 267 12 2253 34 688 20 0 742 96 705 42 0 843 5292 Apprch % 8.4 68.3 23.3 0 8.7 79 11.9 0.5 4.6 92.7 2.7 0 11.4 83.6 5 0 Total % 2.3 18.8 6.4 0 27.5 3.7 33.6 5 0.2 42.6 0.6 13 0.4 0 14 1.8 13.3 0.8 0 15.9 Doheny Drive
Southbound
Burton Way
Westbound
Doheny Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 10 146 39 0 195 32 178 33 1 244 5 94 2 0 101 13 95 3 0 111 651 08:15 AM 12 143 53 0 208 24 221 38 1 284 4 110 6 0 120 21 106 3 0 130 742 08:30 AM 21 132 40 0 193 27 247 24 2 300 4 87 3 0 94 10 127 13 0 150 737 08:45 AM 19 135 47 0 201 38 274 47 2 361 5 113 4 0 122 18 130 3 0 151 835 Total Volume 62 556 179 0 797 121 920 142 6 1189 18 404 15 0 437 62 458 22 0 542 2965 % App. Total 7.8 69.8 22.5 0 10.2 77.4 11.9 0.5 4.1 92.4 3.4 0 11.4 84.5 4.1 0 PHF .738 .952 .844 .000 .958 .796 .839 .755 .750 .823 .900 .894 .625 .000 .895 .738 .881 .423 .000 .897 .888 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_BVH_Doh_Bur AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Doheny Drive
E/W: Burton Way
Weather: Clear
Doheny Drive
Burton Way
Burton Way
Doheny Drive
Right
179
Thru
556
Left
62 U-Turns
0 Out In Total
608 797 1405
Right
142
Thru
920
Left
121
U-Turns
6 Out Total In
535 1189 1724
Left
18 Thru
404
Right
15 U-Turns
0 Out In Total
699 437 1136
Left
62 Thru
458
Right
22 U-Turns
0 Total Out In
1117 542 1659
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 10 146 39 0 195 32 178 33 1 244 5 94 2 0 101 13 95 3 0 111 +15 mins. 12 143 53 0 208 24 221 38 1 284 4 110 6 0 120 21 106 3 0 130 +30 mins. 21 132 40 0 193 27 247 24 2 300 4 87 3 0 94 10 127 13 0 150 +45 mins. 19 135 47 0 201 38 274 47 2 361 5 113 4 0 122 18 130 3 0 151 Total Volume 62 556 179 0 797 121 920 142 6 1189 18 404 15 0 437 62 458 22 0 542 % App. Total 7.8 69.8 22.5 0 10.2 77.4 11.9 0.5 4.1 92.4 3.4 0 11.4 84.5 4.1 0 PHF .738 .952 .844 .000 .958 .796 .839 .755 .750 .823 .900 .894 .625 .000 .895 .738 .881 .423 .000 .897 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_BVH_Doh_Bur PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Doheny Drive
E/W: Burton Way
Weather: Clear
Groups Printed- Total Volume
Doheny Drive
Southbound
Burton Way
Westbound
Doheny Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 04:00 PM 34 107 18 0 159 15 178 25 4 222 9 108 13 0 130 18 290 13 1 322 833 04:15 PM 35 104 26 0 165 13 181 24 4 222 11 115 9 0 135 25 309 4 0 338 860 04:30 PM 32 111 28 0 171 16 222 30 7 275 9 115 7 0 131 32 306 5 0 343 920 04:45 PM 33 110 26 0 169 16 183 27 5 231 7 112 6 0 125 30 302 5 0 337 862 Total 134 432 98 0 664 60 764 106 20 950 36 450 35 0 521 105 1207 27 1 1340 3475 05:00 PM 32 116 19 0 167 19 219 27 3 268 11 112 8 0 131 23 327 4 0 354 920 05:15 PM 40 111 25 0 176 14 222 25 3 264 9 118 5 0 132 25 303 12 0 340 912 05:30 PM 29 103 31 0 163 12 218 37 5 272 5 109 7 0 121 30 297 5 0 332 888 05:45 PM 33 96 27 0 156 18 209 20 6 253 8 117 6 0 131 40 317 6 0 363 903 Total 134 426 102 0 662 63 868 109 17 1057 33 456 26 0 515 118 1244 27 0 1389 3623 Grand Total 268 858 200 0 1326 123 1632 215 37 2007 69 906 61 0 1036 223 2451 54 1 2729 7098 Apprch % 20.2 64.7 15.1 0 6.1 81.3 10.7 1.8 6.7 87.5 5.9 0 8.2 89.8 2 0 Total % 3.8 12.1 2.8 0 18.7 1.7 23 3 0.5 28.3 1 12.8 0.9 0 14.6 3.1 34.5 0.8 0 38.4 Doheny Drive
Southbound
Burton Way
Westbound
Doheny Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 32 116 19 0 167 19 219 27 3 268 11 112 8 0 131 23 327 4 0 354 920 05:15 PM 40 111 25 0 176 14 222 25 3 264 9 118 5 0 132 25 303 12 0 340 912 05:30 PM 29 103 31 0 163 12 218 37 5 272 5 109 7 0 121 30 297 5 0 332 888 05:45 PM 33 96 27 0 156 18 209 20 6 253 8 117 6 0 131 40 317 6 0 363 903 Total Volume 134 426 102 0 662 63 868 109 17 1057 33 456 26 0 515 118 1244 27 0 1389 3623 % App. Total 20.2 64.4 15.4 0 6 82.1 10.3 1.6 6.4 88.5 5 0 8.5 89.6 1.9 0 PHF .838 .918 .823 .000 .940 .829 .977 .736 .708 .972 .750 .966 .813 .000 .975 .738 .951 .563 .000 .957 .985 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_BVH_Doh_Bur PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Doheny Drive
E/W: Burton Way
Weather: Clear
Doheny Drive
Burton Way
Burton Way
Doheny Drive
Right
102
Thru
426
Left
134
U-Turns
0 Out In Total
683 662 1345
Right
109
Thru
868
Left
63 U-Turns
17 Out Total In
1404 1057 2461
Left
33 Thru
456
Right
26 U-Turns
0 Out In Total
516 515 1031
Left
118 1244
Thru Right
27 U-Turns
0 Total Out In
1003 1389 2392
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 05:00 PM 04:15 PM 05:00 PM
+0 mins. 32 111 28 0 171 19 219 27 3 268 11 115 9 0 135 23 327 4 0 354 +15 mins. 33 110 26 0 169 14 222 25 3 264 9 115 7 0 131 25 303 12 0 340 +30 mins. 32 116 19 0 167 12 218 37 5 272 7 112 6 0 125 30 297 5 0 332 +45 mins. 40 111 25 0 176 18 209 20 6 253 11 112 8 0 131 40 317 6 0 363 Total Volume 137 448 98 0 683 63 868 109 17 1057 38 454 30 0 522 118 1244 27 0 1389 % App. Total 20.1 65.6 14.3 0 6 82.1 10.3 1.6 7.3 87 5.7 0 8.5 89.6 1.9 0 PHF .856 .966 .875 .000 .970 .829 .977 .736 .708 .972 .864 .987 .833 .000 .967 .738 .951 .563 .000 .957 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_BVH_Doh_Day AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Doheny Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Total Volume
Doheny Drive
Southbound
Dayton Way
Westbound
Doheny Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 07:00 AM 0 99 4 0 103 0 0 1 0 1 1 46 1 0 48 2 1 2 0 5 157 07:15 AM 0 110 11 0 121 1 3 1 0 5 0 82 0 0 82 1 2 1 0 4 212 07:30 AM 0 166 9 0 175 2 7 0 0 9 0 81 0 0 81 1 0 1 0 2 267 07:45 AM 3 119 12 0 134 1 2 4 0 7 2 92 1 0 95 2 3 2 0 7 243 Total 3 494 36 0 533 4 12 6 0 22 3 301 2 0 306 6 6 6 0 18 879 08:00 AM 1 165 11 0 177 1 6 2 0 9 1 102 0 0 103 0 1 1 0 2 291 08:15 AM 2 147 26 0 175 3 4 0 0 7 4 112 2 0 118 4 4 1 0 9 309 08:30 AM 1 159 13 0 173 0 8 3 0 11 2 92 0 0 94 0 4 3 0 7 285 08:45 AM 4 153 20 0 177 1 12 2 0 15 1 120 1 0 122 1 5 2 0 8 322 Total 8 624 70 0 702 5 30 7 0 42 8 426 3 0 437 5 14 7 0 26 1207 Grand Total 11 1118 106 0 1235 9 42 13 0 64 11 727 5 0 743 11 20 13 0 44 2086 Apprch % 0.9 90.5 8.6 0 14.1 65.6 20.3 0 1.5 97.8 0.7 0 25 45.5 29.5 0 Total % 0.5 53.6 5.1 0 59.2 0.4 2 0.6 0 3.1 0.5 34.9 0.2 0 35.6 0.5 1 0.6 0 2.1 Doheny Drive
Southbound
Dayton Way
Westbound
Doheny Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 1 165 11 0 177 1 6 2 0 9 1 102 0 0 103 0 1 1 0 2 291 08:15 AM 2 147 26 0 175 3 4 0 0 7 4 112 2 0 118 4 4 1 0 9 309 08:30 AM 1 159 13 0 173 0 8 3 0 11 2 92 0 0 94 0 4 3 0 7 285 08:45 AM 4 153 20 0 177 1 12 2 0 15 1 120 1 0 122 1 5 2 0 8 322 Total Volume 8 624 70 0 702 5 30 7 0 42 8 426 3 0 437 5 14 7 0 26 1207 % App. Total 1.1 88.9 10 0 11.9 71.4 16.7 0 1.8 97.5 0.7 0 19.2 53.8 26.9 0 PHF .500 .945 .673 .000 .992 .417 .625 .583 .000 .700 .500 .888 .375 .000 .895 .313 .700 .583 .000 .722 .937 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_BVH_Doh_Day AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Doheny Drive
E/W: Dayton Way
Weather: Clear
Doheny Drive
Dayton Way
Dayton Way
Doheny Drive
Right
70 Thru
624
Left
8 U-Turns
0 Out In Total
438 702 1140
Right
7 Thru
30 Left
5 U-Turns
0 Out Total In
25 42 67
Left
8 Thru
426
Right
3 U-Turns
0 Out In Total
636 437 1073
Left
5 Thru
14 Right
7 U-Turns
0 Total Out In
108 26 134
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 1 165 11 0 177 1 6 2 0 9 1 102 0 0 103 0 1 1 0 2 +15 mins. 2 147 26 0 175 3 4 0 0 7 4 112 2 0 118 4 4 1 0 9 +30 mins. 1 159 13 0 173 0 8 3 0 11 2 92 0 0 94 0 4 3 0 7 +45 mins. 4 153 20 0 177 1 12 2 0 15 1 120 1 0 122 1 5 2 0 8 Total Volume 8 624 70 0 702 5 30 7 0 42 8 426 3 0 437 5 14 7 0 26 % App. Total 1.1 88.9 10 0 11.9 71.4 16.7 0 1.8 97.5 0.7 0 19.2 53.8 26.9 0 PHF .500 .945 .673 .000 .992 .417 .625 .583 .000 .700 .500 .888 .375 .000 .895 .313 .700 .583 .000 .722 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_BVH_Doh_Day PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Doheny Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Total Volume
Doheny Drive
Southbound
Dayton Way
Westbound
Doheny Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 04:00 PM 6 119 8 0 133 1 4 6 0 11 1 120 2 0 123 6 33 9 0 48 315 04:15 PM 2 112 4 0 118 0 3 8 0 11 1 114 4 0 119 7 20 7 0 34 282 04:30 PM 1 126 8 0 135 0 6 3 0 9 3 128 4 0 135 8 21 10 0 39 318 04:45 PM 6 112 12 0 130 1 2 4 0 7 3 110 6 0 119 9 29 5 0 43 299 Total 15 469 32 0 516 2 15 21 0 38 8 472 16 0 496 30 103 31 0 164 1214 05:00 PM 9 122 10 0 141 1 5 4 0 10 3 121 4 0 128 5 33 5 0 43 322 05:15 PM 1 128 8 0 137 1 6 3 0 10 4 121 8 0 133 7 29 8 0 44 324 05:30 PM 1 115 4 0 120 1 6 7 0 14 3 104 1 0 108 11 21 8 0 40 282 05:45 PM 1 112 7 0 120 2 5 4 0 11 0 122 3 0 125 11 25 5 0 41 297 Total 12 477 29 0 518 5 22 18 0 45 10 468 16 0 494 34 108 26 0 168 1225 Grand Total 27 946 61 0 1034 7 37 39 0 83 18 940 32 0 990 64 211 57 0 332 2439 Apprch % 2.6 91.5 5.9 0 8.4 44.6 47 0 1.8 94.9 3.2 0 19.3 63.6 17.2 0 Total % 1.1 38.8 2.5 0 42.4 0.3 1.5 1.6 0 3.4 0.7 38.5 1.3 0 40.6 2.6 8.7 2.3 0 13.6 Doheny Drive
Southbound
Dayton Way
Westbound
Doheny Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 1 126 8 0 135 0 6 3 0 9 3 128 4 0 135 8 21 10 0 39 318 04:45 PM 6 112 12 0 130 1 2 4 0 7 3 110 6 0 119 9 29 5 0 43 299 05:00 PM 9 122 10 0 141 1 5 4 0 10 3 121 4 0 128 5 33 5 0 43 322 05:15 PM 1 128 8 0 137 1 6 3 0 10 4 121 8 0 133 7 29 8 0 44 324 Total Volume 17 488 38 0 543 3 19 14 0 36 13 480 22 0 515 29 112 28 0 169 1263 % App. Total 3.1 89.9 7 0 8.3 52.8 38.9 0 2.5 93.2 4.3 0 17.2 66.3 16.6 0 PHF .472 .953 .792 .000 .963 .750 .792 .875 .000 .900 .813 .938 .688 .000 .954 .806 .848 .700 .000 .960 .975 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_BVH_Doh_Day PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Doheny Drive
E/W: Dayton Way
Weather: Clear
Doheny Drive
Dayton Way
Dayton Way
Doheny Drive
Right
38 Thru
488
Left
17 U-Turns
0 Out In Total
523 543 1066
Right
14 Thru
19 Left
3 U-Turns
0 Out Total In
151 36 187
Left
13 Thru
480
Right
22 U-Turns
0 Out In Total
519 515 1034
Left
29 Thru
112
Right
28 U-Turns
0 Total Out In
70 169 239
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 05:00 PM 04:30 PM 04:45 PM
+0 mins. 1 126 8 0 135 1 5 4 0 10 3 128 4 0 135 9 29 5 0 43 +15 mins. 6 112 12 0 130 1 6 3 0 10 3 110 6 0 119 5 33 5 0 43 +30 mins. 9 122 10 0 141 1 6 7 0 14 3 121 4 0 128 7 29 8 0 44 +45 mins. 1 128 8 0 137 2 5 4 0 11 4 121 8 0 133 11 21 8 0 40 Total Volume 17 488 38 0 543 5 22 18 0 45 13 480 22 0 515 32 112 26 0 170 % App. Total 3.1 89.9 7 0 11.1 48.9 40 0 2.5 93.2 4.3 0 18.8 65.9 15.3 0 PHF .472 .953 .792 .000 .963 .625 .917 .643 .000 .804 .813 .938 .688 .000 .954 .727 .848 .813 .000 .966 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_BVH_La P_Bur AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: La Peer Drive
E/W: Burton Way
Weather: Clear
Groups Printed- Total Volume
La Peer Drive
Southbound
Burton Way
Westbound
La Peer Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 07:00 AM 3 10 1 0 14 4 206 3 2 215 1 4 1 0 6 2 52 3 0 57 292 07:15 AM 5 7 3 0 15 7 227 3 1 238 2 5 1 0 8 3 52 4 1 60 321 07:30 AM 5 14 7 0 26 13 319 2 3 337 3 14 1 0 18 3 69 1 1 74 455 07:45 AM 8 25 6 0 39 12 260 1 2 275 4 20 3 0 27 13 101 7 0 121 462 Total 21 56 17 0 94 36 1012 9 8 1065 10 43 6 0 59 21 274 15 2 312 1530 08:00 AM 7 27 5 0 39 10 233 3 4 250 3 17 1 0 21 9 98 8 1 116 426 08:15 AM 4 44 9 0 57 18 259 2 6 285 2 16 4 0 22 9 107 3 2 121 485 08:30 AM 10 30 9 0 49 26 286 5 8 325 2 12 6 0 20 13 136 3 1 153 547 08:45 AM 3 26 13 0 42 34 329 2 6 371 4 19 1 0 24 18 134 7 0 159 596 Total 24 127 36 0 187 88 1107 12 24 1231 11 64 12 0 87 49 475 21 4 549 2054 Grand Total 45 183 53 0 281 124 2119 21 32 2296 21 107 18 0 146 70 749 36 6 861 3584 Apprch % 16 65.1 18.9 0 5.4 92.3 0.9 1.4 14.4 73.3 12.3 0 8.1 87 4.2 0.7 Total % 1.3 5.1 1.5 0 7.8 3.5 59.1 0.6 0.9 64.1 0.6 3 0.5 0 4.1 2 20.9 1 0.2 24 La Peer Drive
Southbound
Burton Way
Westbound
La Peer Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 7 27 5 0 39 10 233 3 4 250 3 17 1 0 21 9 98 8 1 116 426 08:15 AM 4 44 9 0 57 18 259 2 6 285 2 16 4 0 22 9 107 3 2 121 485 08:30 AM 10 30 9 0 49 26 286 5 8 325 2 12 6 0 20 13 136 3 1 153 547 08:45 AM 3 26 13 0 42 34 329 2 6 371 4 19 1 0 24 18 134 7 0 159 596 Total Volume 24 127 36 0 187 88 1107 12 24 1231 11 64 12 0 87 49 475 21 4 549 2054 % App. Total 12.8 67.9 19.3 0 7.1 89.9 1 1.9 12.6 73.6 13.8 0 8.9 86.5 3.8 0.7 PHF .600 .722 .692 .000 .820 .647 .841 .600 .750 .830 .688 .842 .500 .000 .906 .681 .873 .656 .500 .863 .862 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_BVH_La P_Bur AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: La Peer Drive
E/W: Burton Way
Weather: Clear
La Peer Drive
Burton Way
Burton Way
La Peer Drive
Right
36 Thru
127
Left
24 U-Turns
0 Out In Total
125 187 312
Right
12 Thru
1107
Left
88 U-Turns
24 Out Total In
511 1231 1742
Left
11 Thru
64 Right
12 U-Turns
0 Out In Total
236 87 323
Left
49 Thru
475
Right
21 U-Turns
4 Total Out In
1154 549 1703
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 07:45 AM 08:00 AM
+0 mins. 7 27 5 0 39 10 233 3 4 250 4 20 3 0 27 9 98 8 1 116 +15 mins. 4 44 9 0 57 18 259 2 6 285 3 17 1 0 21 9 107 3 2 121 +30 mins. 10 30 9 0 49 26 286 5 8 325 2 16 4 0 22 13 136 3 1 153 +45 mins. 3 26 13 0 42 34 329 2 6 371 2 12 6 0 20 18 134 7 0 159 Total Volume 24 127 36 0 187 88 1107 12 24 1231 11 65 14 0 90 49 475 21 4 549 % App. Total 12.8 67.9 19.3 0 7.1 89.9 1 1.9 12.2 72.2 15.6 0 8.9 86.5 3.8 0.7 PHF .600 .722 .692 .000 .820 .647 .841 .600 .750 .830 .688 .813 .583 .000 .833 .681 .873 .656 .500 .863 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_BVH_La P_Bur PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: La Peer Drive
E/W: Burton Way
Weather: Clear
Groups Printed- Total Volume
La Peer Drive
Southbound
Burton Way
Westbound
La Peer Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 04:00 PM 13 32 12 0 57 23 176 2 8 209 10 22 7 0 39 17 340 5 2 364 669 04:15 PM 16 18 4 0 38 16 185 6 6 213 8 25 7 0 40 26 342 1 1 370 661 04:30 PM 14 36 6 0 56 11 216 2 7 236 6 15 5 0 26 10 360 3 2 375 693 04:45 PM 14 38 7 0 59 22 191 8 8 229 3 23 7 0 33 17 352 1 1 371 692 Total 57 124 29 0 210 72 768 18 29 887 27 85 26 0 138 70 1394 10 6 1480 2715 05:00 PM 22 30 6 0 58 22 221 4 4 251 10 18 9 0 37 25 358 2 1 386 732 05:15 PM 12 37 6 0 55 24 233 4 4 265 8 31 6 0 45 22 337 2 5 366 731 05:30 PM 11 21 13 0 45 14 219 2 8 243 7 24 7 0 38 22 326 3 8 359 685 05:45 PM 17 16 10 0 43 13 210 1 6 230 5 16 7 0 28 22 343 3 6 374 675 Total 62 104 35 0 201 73 883 11 22 989 30 89 29 0 148 91 1364 10 20 1485 2823 Grand Total 119 228 64 0 411 145 1651 29 51 1876 57 174 55 0 286 161 2758 20 26 2965 5538 Apprch % 29 55.5 15.6 0 7.7 88 1.5 2.7 19.9 60.8 19.2 0 5.4 93 0.7 0.9 Total % 2.1 4.1 1.2 0 7.4 2.6 29.8 0.5 0.9 33.9 1 3.1 1 0 5.2 2.9 49.8 0.4 0.5 53.5 La Peer Drive
Southbound
Burton Way
Westbound
La Peer Drive
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 14 36 6 0 56 11 216 2 7 236 6 15 5 0 26 10 360 3 2 375 693 04:45 PM 14 38 7 0 59 22 191 8 8 229 3 23 7 0 33 17 352 1 1 371 692 05:00 PM 22 30 6 0 58 22 221 4 4 251 10 18 9 0 37 25 358 2 1 386 732 05:15 PM 12 37 6 0 55 24 233 4 4 265 8 31 6 0 45 22 337 2 5 366 731 Total Volume 62 141 25 0 228 79 861 18 23 981 27 87 27 0 141 74 1407 8 9 1498 2848 % App. Total 27.2 61.8 11 0 8.1 87.8 1.8 2.3 19.1 61.7 19.1 0 4.9 93.9 0.5 0.6 PHF .705 .928 .893 .000 .966 .823 .924 .563 .719 .925 .675 .702 .750 .000 .783 .740 .977 .667 .450 .970 .973 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_BVH_La P_Bur PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: La Peer Drive
E/W: Burton Way
Weather: Clear
La Peer Drive
Burton Way
Burton Way
La Peer Drive
Right
25 Thru
141
Left
62 U-Turns
0 Out In Total
179 228 407
Right
18 Thru
861
Left
79 U-Turns
23 Out Total In
1496 981 2477
Left
27 Thru
87 Right
27 U-Turns
0 Out In Total
228 141 369
Left
74 1407
Thru Right
8 U-Turns
9 Total Out In
913 1498 2411
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 05:00 PM 04:45 PM 04:15 PM
+0 mins. 14 36 6 0 56 22 221 4 4 251 3 23 7 0 33 26 342 1 1 370 +15 mins. 14 38 7 0 59 24 233 4 4 265 10 18 9 0 37 10 360 3 2 375 +30 mins. 22 30 6 0 58 14 219 2 8 243 8 31 6 0 45 17 352 1 1 371 +45 mins. 12 37 6 0 55 13 210 1 6 230 7 24 7 0 38 25 358 2 1 386 Total Volume 62 141 25 0 228 73 883 11 22 989 28 96 29 0 153 78 1412 7 5 1502 % App. Total 27.2 61.8 11 0 7.4 89.3 1.1 2.2 18.3 62.7 19 0 5.2 94 0.5 0.3 PHF .705 .928 .893 .000 .966 .760 .947 .688 .688 .933 .700 .774 .806 .000 .850 .750 .981 .583 .625 .973 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_Rob_Bur AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Burton Way
Weather: Clear
Groups Printed- Total Volume
Robertson Boulevard
Southbound
Burton Way
Westbound
Robertson Boulevard
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 07:00 AM 6 85 8 0 99 16 184 13 2 215 10 73 2 0 85 14 38 11 0 63 462 07:15 AM 6 92 10 0 108 15 214 11 1 241 9 83 3 0 95 7 33 15 0 55 499 07:30 AM 5 111 14 0 130 46 316 22 4 388 13 102 2 0 117 11 55 14 0 80 715 07:45 AM 13 111 9 0 133 58 236 18 1 313 20 123 2 0 145 10 78 24 2 114 705 Total 30 399 41 0 470 135 950 64 8 1157 52 381 9 0 442 42 204 64 2 312 2381 08:00 AM 8 115 8 0 131 33 238 19 1 291 13 119 7 0 139 22 73 22 1 118 679 08:15 AM 9 119 5 0 133 46 250 28 0 324 17 102 10 0 129 18 89 21 1 129 715 08:30 AM 7 106 2 0 115 22 304 26 5 357 13 100 8 0 121 20 107 27 1 155 748 08:45 AM 6 122 7 0 135 45 326 18 2 391 20 119 9 0 148 11 105 23 1 140 814 Total 30 462 22 0 514 146 1118 91 8 1363 63 440 34 0 537 71 374 93 4 542 2956 Grand Total 60 861 63 0 984 281 2068 155 16 2520 115 821 43 0 979 113 578 157 6 854 5337 Apprch % 6.1 87.5 6.4 0 11.2 82.1 6.2 0.6 11.7 83.9 4.4 0 13.2 67.7 18.4 0.7 Total % 1.1 16.1 1.2 0 18.4 5.3 38.7 2.9 0.3 47.2 2.2 15.4 0.8 0 18.3 2.1 10.8 2.9 0.1 16 Robertson Boulevard
Southbound
Burton Way
Westbound
Robertson Boulevard
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 8 115 8 0 131 33 238 19 1 291 13 119 7 0 139 22 73 22 1 118 679 08:15 AM 9 119 5 0 133 46 250 28 0 324 17 102 10 0 129 18 89 21 1 129 715 08:30 AM 7 106 2 0 115 22 304 26 5 357 13 100 8 0 121 20 107 27 1 155 748 08:45 AM 6 122 7 0 135 45 326 18 2 391 20 119 9 0 148 11 105 23 1 140 814 Total Volume 30 462 22 0 514 146 1118 91 8 1363 63 440 34 0 537 71 374 93 4 542 2956 % App. Total 5.8 89.9 4.3 0 10.7 82 6.7 0.6 11.7 81.9 6.3 0 13.1 69 17.2 0.7 PHF .833 .947 .688 .000 .952 .793 .857 .813 .400 .871 .788 .924 .850 .000 .907 .807 .874 .861 1.0 0 .874 .908
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_Rob_Bur AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Burton Way
Weather: Clear
Robertson Boulevard
Burton Way
Burton Way
Robertson Boulevard
Right
22 Thru
462
Left
30 U-Turns
0 Out In Total
602 514 1116
Right
91 Thru
1118
Left
146
U-Turns
8 Out Total In
438 1363 1801
Left
63 Thru
440
Right
34 U-Turns
0 Out In Total
701 537 1238
Left
71 Thru
374
Right
93 U-Turns
4 Total Out In
1203 542 1745
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 5 111 14 0 130 33 238 19 1 291 13 119 7 0 139 22 73 22 1 118 +15 mins. 13 111 9 0 133 46 250 28 0 324 17 102 10 0 129 18 89 21 1 129 +30 mins. 8 115 8 0 131 22 304 26 5 357 13 100 8 0 121 20 107 27 1 155 +45 mins. 9 119 5 0 133 45 326 18 2 391 20 119 9 0 148 11 105 23 1 140 Total Volume 35 456 36 0 527 146 1118 91 8 1363 63 440 34 0 537 71 374 93 4 542 % App. Total 6.6 86.5 6.8 0 10.7 82 6.7 0.6 11.7 81.9 6.3 0 13.1 69 17.2 0.7 PHF .673 .958 .643 .000 .991 .793 .857 .813 .400 .871 .788 .924 .850 .000 .907 .807 .874 .861 1.000 .874 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_Rob_Bur PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Burton Way
Weather: Clear
Groups Printed- Total Volume
Robertson Boulevard
Southbound
Burton Way
Westbound
Robertson Boulevard
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 04:00 PM 14 101 8 0 123 17 162 17 4 200 21 100 3 0 124 36 308 29 0 373 820 04:15 PM 15 112 4 0 131 20 179 18 2 219 16 102 7 0 125 41 315 27 1 384 859 04:30 PM 21 106 4 0 131 24 199 21 4 248 20 96 13 0 129 27 317 27 3 374 882 04:45 PM 27 103 5 0 135 20 177 18 3 218 19 104 17 0 140 33 346 23 1 403 896 Total 77 422 21 0 520 81 717 74 13 885 76 402 40 0 518 137 1286 106 5 1534 3457 05:00 PM 15 115 8 0 138 18 186 19 1 224 25 102 12 0 139 39 338 26 1 404 905 05:15 PM 22 119 4 0 145 24 205 21 1 251 20 100 6 0 126 36 288 34 2 360 882 05:30 PM 18 111 7 0 136 23 196 22 4 245 21 96 6 0 123 48 295 29 0 372 876 05:45 PM 19 113 6 0 138 20 197 29 2 248 16 103 5 0 124 47 292 47 1 387 897 Total 74 458 25 0 557 85 784 91 8 968 82 401 29 0 512 170 1213 136 4 1523 3560 Grand Total 151 880 46 0 1077 166 1501 165 21 1853 158 803 69 0 1030 307 2499 242 9 3057 7017 Apprch % 14 81.7 4.3 0 9 81 8.9 1.1 15.3 78 6.7 0 10 81.7 7.9 0.3 Total % 2.2 12.5 0.7 0 15.3 2.4 21.4 2.4 0.3 26.4 2.3 11.4 1 0 14.7 4.4 35.6 3.4 0.1 43.6 Robertson Boulevard
Southbound
Burton Way
Westbound
Robertson Boulevard
Northbound
Burton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 21 106 4 0 131 24 199 21 4 248 20 96 13 0 129 27 317 27 3 374 882 04:45 PM 27 103 5 0 135 20 177 18 3 218 19 104 17 0 140 33 346 23 1 403 896 05:00 PM 15 115 8 0 138 18 186 19 1 224 25 102 12 0 139 39 338 26 1 404 905 05:15 PM 22 119 4 0 145 24 205 21 1 251 20 100 6 0 126 36 288 34 2 360 882 Total Volume 85 443 21 0 549 86 767 79 9 941 84 402 48 0 534 135 1289 110 7 1541 3565 % App. Total 15.5 80.7 3.8 0 9.1 81.5 8.4 1 15.7 75.3 9 0 8.8 83.6 7.1 0.5 PHF .787 .931 .656 .000 .947 .896 .935 .940 .563 .937 .840 .966 .706 .000 .954 .865 .931 .809 .583 .954 .985 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_Rob_Bur PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Burton Way
Weather: Clear
Robertson Boulevard
Burton Way
Burton Way
Robertson Boulevard
Right
21 Thru
443
Left
85 U-Turns
0 Out In Total
616 549 1165
Right
79 Thru
767
Left
86 U-Turns
9 Out Total In
1422 941 2363
Left
84 Thru
402
Right
48 U-Turns
0 Out In Total
639 534 1173
Left
135 1289
Thru Right
110
U-Turns
7 Total Out In
872 1541 2413
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 04:30 PM 04:15 PM
+0 mins. 15 115 8 0 138 18 186 19 1 224 20 96 13 0 129 41 315 27 1 384 +15 mins. 22 119 4 0 145 24 205 21 1 251 19 104 17 0 140 27 317 27 3 374 +30 mins. 18 111 7 0 136 23 196 22 4 245 25 102 12 0 139 33 346 23 1 403 +45 mins. 19 113 6 0 138 20 197 29 2 248 20 100 6 0 126 39 338 26 1 404 Total Volume 74 458 25 0 557 85 784 91 8 968 84 402 48 0 534 140 1316 103 6 1565 % App. Total 13.3 82.2 4.5 0 8.8 81 9.4 0.8 15.7 75.3 9 0 8.9 84.1 6.6 0.4 PHF .841 .962 .781 .000 .960 .885 .956 .784 .500 .964 .840 .966 .706 .000 .954 .854 .951 .954 .500 .968 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_BVH_Rob_Day AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Dayton Way/Colgate Avenue
Weather: Clear
Groups Printed- Total Volume
Robertson Boulevard
Southbound
Colgate Avenue
Westbound
Robertson Boulevard
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 07:00 AM 1 106 2 0 109 1 1 2 0 4 2 81 1 0 84 0 0 1 0 1 198 07:15 AM 4 116 1 0 121 0 1 3 0 4 1 90 1 0 92 0 0 0 0 0 217 07:30 AM 4 158 5 0 167 1 0 6 0 7 1 115 4 0 120 1 0 1 0 2 296 07:45 AM 2 181 8 1 192 1 0 13 0 14 1 134 7 0 142 0 0 1 0 1 349 Total 11 561 16 1 589 3 2 24 0 29 5 420 13 0 438 1 0 3 0 4 1060 08:00 AM 4 165 5 0 174 0 0 5 0 5 2 124 7 0 133 0 0 2 0 2 314 08:15 AM 7 160 8 2 177 1 0 3 0 4 4 131 4 1 140 0 0 0 0 0 321 08:30 AM 4 144 7 0 155 2 2 5 0 9 3 116 7 0 126 0 0 1 0 1 291 08:45 AM 2 175 8 1 186 0 0 6 0 6 0 141 2 0 143 1 0 0 0 1 336 Total 17 644 28 3 692 3 2 19 0 24 9 512 20 1 542 1 0 3 0 4 1262 Grand Total 28 1205 44 4 1281 6 4 43 0 53 14 932 33 1 980 2 0 6 0 8 2322 Apprch % 2.2 94.1 3.4 0.3 11.3 7.5 81.1 0 1.4 95.1 3.4 0.1 25 0 75 0 Total % 1.2 51.9 1.9 0.2 55.2 0.3 0.2 1.9 0 2.3 0.6 40.1 1.4 0 42.2 0.1 0 0.3 0 0.3 Robertson Boulevard
Southbound
Colgate Avenue
Westbound
Robertson Boulevard
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 4 158 5 0 167 1 0 6 0 7 1 115 4 0 120 1 0 1 0 2 296 07:45 AM 2 181 8 1 192 1 0 13 0 14 1 134 7 0 142 0 0 1 0 1 349 08:00 AM 4 165 5 0 174 0 0 5 0 5 2 124 7 0 133 0 0 2 0 2 314 08:15 AM 7 160 8 2 177 1 0 3 0 4 4 131 4 1 140 0 0 0 0 0 321 Total Volume 17 664 26 3 710 3 0 27 0 30 8 504 22 1 535 1 0 4 0 5 1280 % App. Total 2.4 93.5 3.7 0.4 10 0 90 0 1.5 94.2 4.1 0.2 20 0 80 0 PHF .607 .917 .813 .375 .924 .750 .000 .519 .000 .536 .500 .940 .786 .250 .942 .250 .000 .500 .000 .625 .917 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_BVH_Rob_Day AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Dayton Way/Colgate Avenue
Weather: Clear
Robertson Boulevard
Dayton Way
Colgate Avenue
Robertson Boulevard
Right
26 Thru
664
Left
17 U-Turns
3 Out In Total
532 710 1242
Right
27 Thru
0 Left
3 U-Turns
0 Out Total In
39 30 69
Left
8 Thru
504
Right
22 U-Turns
1 Out In Total
671 535 1206
Left
1 Thru
0 Right
4 U-Turns
0 Total Out In
34 5 39
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 08:00 AM 07:15 AM
+0 mins. 4 158 5 0 167 1 0 13 0 14 2 124 7 0 133 0 0 0 0 0 +15 mins. 2 181 8 1 192 0 0 5 0 5 4 131 4 1 140 1 0 1 0 2 +30 mins. 4 165 5 0 174 1 0 3 0 4 3 116 7 0 126 0 0 1 0 1 +45 mins. 7 160 8 2 177 2 2 5 0 9 0 141 2 0 143 0 0 2 0 2 Total Volume 17 664 26 3 710 4 2 26 0 32 9 512 20 1 542 1 0 4 0 5 % App. Total 2.4 93.5 3.7 0.4 12.5 6.2 81.2 0 1.7 94.5 3.7 0.2 20 0 80 0 PHF .607 .917 .813 .375 .924 .500 .250 .500 .000 .571 .563 .908 .714 .250 .948 .250 .000 .500 .000 .625 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_BVH_Rob_Day PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Dayton Way/Colgate Avenue
Weather: Clear
Groups Printed- Total Volume
Robertson Boulevard
Southbound
Colgate Avenue
Westbound
Robertson Boulevard
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 04:00 PM 0 140 4 0 144 2 0 3 0 5 1 128 3 1 133 1 1 6 0 8 290 04:15 PM 3 151 5 0 159 3 0 11 0 14 3 113 4 0 120 0 0 3 0 3 296 04:30 PM 3 153 1 0 157 0 0 5 0 5 6 116 4 2 128 1 0 0 0 1 291 04:45 PM 5 142 0 0 147 2 0 7 0 9 1 129 6 0 136 1 5 2 0 8 300 Total 11 586 10 0 607 7 0 26 0 33 11 486 17 3 517 3 6 11 0 20 1177 05:00 PM 1 155 1 0 157 0 0 9 0 9 1 134 16 0 151 1 4 5 0 10 327 05:15 PM 8 168 1 0 177 0 1 10 0 11 4 109 6 0 119 1 11 3 0 15 322 05:30 PM 10 153 1 0 164 0 0 10 0 10 4 109 7 0 120 0 7 6 0 13 307 05:45 PM 7 173 3 0 183 0 1 4 0 5 0 123 9 0 132 1 6 0 0 7 327 Total 26 649 6 0 681 0 2 33 0 35 9 475 38 0 522 3 28 14 0 45 1283 Grand Total 37 1235 16 0 1288 7 2 59 0 68 20 961 55 3 1039 6 34 25 0 65 2460 Apprch % 2.9 95.9 1.2 0 10.3 2.9 86.8 0 1.9 92.5 5.3 0.3 9.2 52.3 38.5 0 Total % 1.5 50.2 0.7 0 52.4 0.3 0.1 2.4 0 2.8 0.8 39.1 2.2 0.1 42.2 0.2 1.4 1 0 2.6 Robertson Boulevard
Southbound
Colgate Avenue
Westbound
Robertson Boulevard
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 155 1 0 157 0 0 9 0 9 1 134 16 0 151 1 4 5 0 10 327 05:15 PM 8 168 1 0 177 0 1 10 0 11 4 109 6 0 119 1 11 3 0 15 322 05:30 PM 10 153 1 0 164 0 0 10 0 10 4 109 7 0 120 0 7 6 0 13 307 05:45 PM 7 173 3 0 183 0 1 4 0 5 0 123 9 0 132 1 6 0 0 7 327 Total Volume 26 649 6 0 681 0 2 33 0 35 9 475 38 0 522 3 28 14 0 45 1283 % App. Total 3.8 95.3 0.9 0 0 5.7 94.3 0 1.7 91 7.3 0 6.7 62.2 31.1 0 PHF .650 .938 .500 .000 .930 .000 .500 .825 .000 .795 .563 .886 .594 .000 .864 .750 .636 .583 .000 .750 .981 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_BVH_Rob_Day PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Dayton Way/Colgate Avenue
Weather: Clear
Robertson Boulevard
Dayton Way
Colgate Avenue
Robertson Boulevard
Right
6 Thru
649
Left
26 U-Turns
0 Out In Total
511 681 1192
Right
33 Thru
2 Left
0 U-Turns
0 Out Total In
92 35 127
Left
9 Thru
475
Right
38 U-Turns
0 Out In Total
663 522 1185
Left
3 Thru
28 Right
14 U-Turns
0 Total Out In
17 45 62
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 04:45 PM 04:15 PM 04:45 PM
+0 mins. 1 155 1 0 157 2 0 7 0 9 3 113 4 0 120 1 5 2 0 8 +15 mins. 8 168 1 0 177 0 0 9 0 9 6 116 4 2 128 1 4 5 0 10 +30 mins. 10 153 1 0 164 0 1 10 0 11 1 129 6 0 136 1 11 3 0 15 +45 mins. 7 173 3 0 183 0 0 10 0 10 1 134 16 0 151 0 7 6 0 13 Total Volume 26 649 6 0 681 2 1 36 0 39 11 492 30 2 535 3 27 16 0 46 % App. Total 3.8 95.3 0.9 0 5.1 2.6 92.3 0 2.1 92 5.6 0.4 6.5 58.7 34.8 0 PHF .650 .938 .500 .000 .930 .250 .250 .900 .000 .886 .458 .918 .469 .250 .886 .750 .614 .667 .000 .767 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_BVH_Rob_Clif AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Clifton Way
Weather: Clear
Groups Printed- Total Volume
Robertson Boulevard
Southbound
Clifton Way
Westbound
Robertson Boulevard
Northbound
Clifton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 07:00 AM 2 97 8 1 108 4 6 4 0 14 2 81 9 0 92 1 3 6 0 10 224 07:15 AM 4 102 3 0 109 3 8 3 0 14 2 97 17 0 116 1 3 8 0 12 251 07:30 AM 3 149 2 0 154 5 15 14 0 34 3 113 13 0 129 0 4 7 0 11 328 07:45 AM 2 173 2 0 177 8 13 3 0 24 5 139 12 0 156 3 5 9 0 17 374 Total 11 521 15 1 548 20 42 24 0 86 12 430 51 0 493 5 15 30 0 50 1177 08:00 AM 5 147 6 0 158 6 17 8 0 31 5 128 27 0 160 2 2 17 0 21 370 08:15 AM 5 155 5 0 165 12 17 10 0 39 2 134 18 0 154 1 10 10 0 21 379 08:30 AM 3 130 8 0 141 6 21 4 0 31 4 116 24 1 145 5 10 13 0 28 345 08:45 AM 2 161 3 0 166 11 30 10 0 51 9 136 35 0 180 2 13 13 0 28 425 Total 15 593 22 0 630 35 85 32 0 152 20 514 104 1 639 10 35 53 0 98 1519 Grand Total 26 1114 37 1 1178 55 127 56 0 238 32 944 155 1 1132 15 50 83 0 148 2696 Apprch % 2.2 94.6 3.1 0.1 23.1 53.4 23.5 0 2.8 83.4 13.7 0.1 10.1 33.8 56.1 0 Total % 1 41.3 1.4 0 43.7 2 4.7 2.1 0 8.8 1.2 35 5.7 0 42 0.6 1.9 3.1 0 5.5 Robertson Boulevard
Southbound
Clifton Way
Westbound
Robertson Boulevard
Northbound
Clifton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 5 147 6 0 158 6 17 8 0 31 5 128 27 0 160 2 2 17 0 21 370 08:15 AM 5 155 5 0 165 12 17 10 0 39 2 134 18 0 154 1 10 10 0 21 379 08:30 AM 3 130 8 0 141 6 21 4 0 31 4 116 24 1 145 5 10 13 0 28 345 08:45 AM 2 161 3 0 166 11 30 10 0 51 9 136 35 0 180 2 13 13 0 28 425 Total Volume 15 593 22 0 630 35 85 32 0 152 20 514 104 1 639 10 35 53 0 98 1519 % App. Total 2.4 94.1 3.5 0 23 55.9 21.1 0 3.1 80.4 16.3 0.2 10.2 35.7 54.1 0 PHF .750 .921 .688 .000 .949 .729 .708 .800 .000 .745 .556 .945 .743 .250 .888 .500 .673 .779 .000 .875 .894 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_BVH_Rob_Clif AM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Clifton Way
Weather: Clear
Robertson Boulevard
Clifton Way
Clifton Way
Robertson Boulevard
Right
22 Thru
593
Left
15 U-Turns
0 Out In Total
556 630 1186
Right
32 Thru
85 Left
35 U-Turns
0 Out Total In
154 152 306
Left
20 Thru
514
Right
104
U-Turns
1 Out In Total
681 639 1320
Left
10 Thru
35 Right
53 U-Turns
0 Total Out In
127 98 225
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 3 149 2 0 154 6 17 8 0 31 5 128 27 0 160 2 2 17 0 21 +15 mins. 2 173 2 0 177 12 17 10 0 39 2 134 18 0 154 1 10 10 0 21 +30 mins. 5 147 6 0 158 6 21 4 0 31 4 116 24 1 145 5 10 13 0 28 +45 mins. 5 155 5 0 165 11 30 10 0 51 9 136 35 0 180 2 13 13 0 28 Total Volume 15 624 15 0 654 35 85 32 0 152 20 514 104 1 639 10 35 53 0 98 % App. Total 2.3 95.4 2.3 0 23 55.9 21.1 0 3.1 80.4 16.3 0.2 10.2 35.7 54.1 0 PHF .750 .902 .625 .000 .924 .729 .708 .800 .000 .745 .556 .945 .743 .250 .888 .500 .673 .779 .000 .875 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_BVH_Rob_Clif PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 1
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Clifton Way
Weather: Clear
Groups Printed- Total Volume
Robertson Boulevard
Southbound
Clifton Way
Westbound
Robertson Boulevard
Northbound
Clifton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total 04:00 PM 10 142 4 0 156 10 26 6 0 42 8 131 40 0 179 1 50 26 0 77 454 04:15 PM 9 149 8 0 166 11 16 5 0 32 6 110 44 0 160 5 38 11 0 54 412 04:30 PM 1 155 4 1 161 5 22 4 0 31 7 112 33 0 152 4 26 17 0 47 391 04:45 PM 1 142 3 0 146 9 15 2 0 26 10 116 32 0 158 2 36 25 0 63 393 Total 21 588 19 1 629 35 79 17 0 131 31 469 149 0 649 12 150 79 0 241 1650 05:00 PM 2 158 6 0 166 9 14 2 0 25 15 126 53 0 194 7 44 19 0 70 455 05:15 PM 6 148 4 0 158 12 24 7 0 43 11 107 54 0 172 5 48 15 0 68 441 05:30 PM 2 165 2 0 169 4 19 6 1 30 3 111 42 0 156 3 37 26 0 66 421 05:45 PM 4 167 2 0 173 6 14 4 0 24 5 112 22 0 139 7 54 15 0 76 412 Total 14 638 14 0 666 31 71 19 1 122 34 456 171 0 661 22 183 75 0 280 1729 Grand Total 35 1226 33 1 1295 66 150 36 1 253 65 925 320 0 1310 34 333 154 0 521 3379 Apprch % 2.7 94.7 2.5 0.1 26.1 59.3 14.2 0.4 5 70.6 24.4 0 6.5 63.9 29.6 0 Total % 1 36.3 1 0 38.3 2 4.4 1.1 0 7.5 1.9 27.4 9.5 0 38.8 1 9.9 4.6 0 15.4 Robertson Boulevard
Southbound
Clifton Way
Westbound
Robertson Boulevard
Northbound
Clifton Way
Eastbound
Start Time Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Left Thru Right U-Turns App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 2 158 6 0 166 9 14 2 0 25 15 126 53 0 194 7 44 19 0 70 455 05:15 PM 6 148 4 0 158 12 24 7 0 43 11 107 54 0 172 5 48 15 0 68 441 05:30 PM 2 165 2 0 169 4 19 6 1 30 3 111 42 0 156 3 37 26 0 66 421 05:45 PM 4 167 2 0 173 6 14 4 0 24 5 112 22 0 139 7 54 15 0 76 412 Total Volume 14 638 14 0 666 31 71 19 1 122 34 456 171 0 661 22 183 75 0 280 1729 % App. Total 2.1 95.8 2.1 0 25.4 58.2 15.6 0.8 5.1 69 25.9 0 7.9 65.4 26.8 0 PHF .583 .955 .583 .000 .962 .646 .740 .679 .250 .709 .567 .905 .792 .000 .852 .786 .847 .721 .000 .921 .950 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_BVH_Rob_Clif PM
Site Code : 05724136
Start Date : 2/14/2024
Page No : 2
City of Beverly Hills
N/S: Robertson Boulevard
E/W: Clifton Way
Weather: Clear
Robertson Boulevard
Clifton Way
Clifton Way
Robertson Boulevard
Right
14 Thru
638
Left
14 U-Turns
0 Out In Total
497 666 1163
Right
19 Thru
71 Left
31 U-Turns
1 Out Total In
368 122 490
Left
34 Thru
456
Right
171
U-Turns
0 Out In Total
744 661 1405
Left
22 Thru
183
Right
75 U-Turns
0 Total Out In
119 280 399
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 04:00 PM 04:45 PM 05:00 PM
+0 mins. 2 158 6 0 166 10 26 6 0 42 10 116 32 0 158 7 44 19 0 70 +15 mins. 6 148 4 0 158 11 16 5 0 32 15 126 53 0 194 5 48 15 0 68 +30 mins. 2 165 2 0 169 5 22 4 0 31 11 107 54 0 172 3 37 26 0 66 +45 mins. 4 167 2 0 173 9 15 2 0 26 3 111 42 0 156 7 54 15 0 76 Total Volume 14 638 14 0 666 35 79 17 0 131 39 460 181 0 680 22 183 75 0 280 % App. Total 2.1 95.8 2.1 0 26.7 60.3 13 0 5.7 67.6 26.6 0 7.9 65.4 26.8 0 PHF .583 .955 .583 .000 .962 .795 .760 .708 .000 .780 .650 .913 .838 .000 .876 .786 .847 .721 .000 .921 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

Page 1 ends

City of Beverly Hills
Clark Drive
B/ Dayton Way - Clifton Way
24 Hour Directional Volume Count
BVH002
Site Code: 057-24136
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 2/14/24 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 0 18 0 15
12:15 2 10 3 12
12:30 0 28 0 21
12:45 0 27 2 83 0 29 3 77 5 160
01:00 1 41 1 25
01:15 0 36 0 27
01:30 0 22 0 33
01:45 0 33 1 132 2 47 3 132 4 264
02:00 1 16 3 23
02:15 0 16 0 21
02:30 0 30 0 19
02:45 2 34 3 96 0 22 3 85 6 181
03:00 0 16 1 24
03:15 0 11 0 17
03:30 0 12 0 8
03:45 0 18 0 57 1 27 2 76 2 133
04:00 0 9 2 15
04:15 0 11 0 21
04:30 0 11 0 15
04:45 2 14 2 45 0 18 2 69 4 114
05:00 0 21 0 15
05:15 1 17 1 19
05:30 0 17 0 20
05:45 0 15 1 70 0 12 1 66 2 136
06:00 2 12 1 7
06:15 0 12 0 12
06:30 0 13 3 16
06:45 5 11 7 48 5 10 9 45 16 93
07:00 6 10 7 10
07:15 4 6 4 11
07:30 11 4 5 6
07:45 8 2 29 22 6 4 22 31 51 53
08:00 12 3 9 6
08:15 13 1 12 1
08:30 11 3 14 4
08:45 14 2 50 9 12 1 47 12 97 21
09:00 28 2 13 2
09:15 24 1 20 5
09:30 16 1 10 3
09:45 14 1 82 5 6 1 49 11 131 16
10:00 11 0 19 0
10:15 8 0 10 3
10:30 16 2 11 3
10:45 35 1 70 3 13 5 53 11 123 14
11:00 18 3 10 2
11:15 15 1 10 0
11:30 22 0 24 0
11:45 25 0 80 4 25 2 69 4 149 8
Total 327 574 327 574 263 619 263 619 590 1193
Combined
Total 901 901 882 882 1783
AM Peak - 10:45 - - - 11:00 - - - - -
Vol. - 90 - - - 69 - - - - -
P.H.F. 0.643 0.690
PM Peak - - 00:30 - - - 01:00 - - - -
Vol. - - 132 - - - 132 - - - -
P.H.F. 0.805 0.702
Percentag
e

36.3% 63.7% 29.8% 70.2%
ADT/AADT ADT 1,783 AADT 1,783
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-Appendix Covers.docx

APPENDIX C

HCM AND LEVELS OF SERVICE EXPLANATION
SCENARIO 1 HCM DATA WORKSHEETS – WEEKDAY AM AND PM

PEAK HOURS

LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS
In the Highway Capacity Manual (HCM), published by the Transportation Research Board, 2022, level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and increased travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions: in the absence of traffic control, in the absence of geometric delay, in the absence of incidents, and when there are no other vehicles on the road. Only the portion of total delay attributed to the control facility is quantified. This delay is called control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.

Level of Service criteria for traffic signals are stated in terms of the average control delay per vehicle. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question.

Level of Service Criteria for Signalized Intersections
Level of Service Control Delay (Sec/Veh)
A ≤ 10
B > 10 and ≤ 20
C > 20 and ≤ 35
D > 35 and ≤ 55
E > 55 and ≤ 80
F > 80
Level of Service (LOS) values are used to describe intersection operations with service levels varying from LOS A (free flow) to LOS F (jammed condition). The following descriptions summarize HCM criteria for each level of service:

LOS A describes operations with very low control delay, up to 10 seconds per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay values.

LOS B describes operations with control delay greater than 10 and up to 20 seconds per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of delay.

LOS C describes operations with control delay greater than 20 and up to 35 seconds per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping.

LOS D describes operations with control delay greater than 35 and up to 55 seconds per vehicle. At LOS D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.

LOS E describes operations with control delay greater than 55 and up to 80 seconds per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences.

LOS F describes operations with control delay in excess of 80 seconds per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the lane groups. It may also occur at high v/c ratios with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing factors to such delay levels.

LEVEL OF SERVICE FOR UNSIGNALIZED INTERSECTIONS
In the Highway Capacity Manual (HCM), published by the Transportation Research Board, 2022, level of service for unsignalized intersections is defined in terms of delay, which is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. The delay experienced by a motorist is made up of a number of factors that relate to control, geometrics, traffic, and incidents. Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions, in the absence of incidents, control, traffic, or geometric delay. Only the portion of total delay attributed to the traffic control measures, either traffic signals or stop signs, is quantified. This delay is called control delay. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.

Level of Service criteria for unsignalized intersections are stated in terms of the average control delay per vehicle. The level of service is determined by the computed or measured control delay and is defined for each minor movement. Average control delay for any particular minor movement is a function of the service time for the approach and the degree of utilization. (Level of service is not defined for the intersection as a whole for two-way stop controlled intersections.) Level of Service Criteria for TWSC/AWSC Intersections
Level of Service
Average Control Delay
(Sec/Veh)
A ≤ 10
B > 10 and ≤ 15
C > 15 and ≤ 25
D > 25 and ≤ 35
E > 35 and ≤ 50
F > 50
Level of Service (LOS) values are used to describe intersection operations with service levels varying from LOS A (free flow) to LOS F (jammed condition). The following descriptions summarize HCM criteria for each level of service:

LOS A describes operations with very low control delay, up to 10 seconds per vehicle.

LOS B describes operations with control delay greater than 10 and up to 15 seconds per vehicle.

LOS C describes operations with control delay greater than 15 and up to 25 seconds per vehicle.

LOS D describes operations with control delay greater than 25 and up to 35 seconds per vehicle.

LOS E describes operations with control delay greater than 35 and up to 50 seconds per vehicle.

LOS F describes operations with control delay in excess of 50 seconds per vehicle. For two-way stop controlled intersections, LOS F exists when there are insufficient gaps of suitable size to allow side-street demand to safely cross through a major-street traffic stream. This level of service is generally evident from extremely long control delays experienced by side-street traffic and by queuing on the minor-street approaches.

HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 22, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Existing - AM PHF 0.89 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 8:00 Intersection Doheny / Burton File Name 01AM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 63 463 22 128 929 143 18 408 15 63 562 181 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.4 4.4 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 26.9 3.0 5.5
Green Extension Time ( g e ), s 0.0 2.4 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 71 520 25 144 1044 161 20 475 71 631 203 Adjusted Saturation Flow Rate ( s ), veh/h/ln 541 1781 1585 881 1781 1585 1781 1858 1781 1870 1585 Queue Service Time ( g s ), s 5.0 10.3 1.0 13.7 24.9 6.8 1.0 17.3 3.5 25.1 7.2 Cycle Queue Clearance Time ( g c ), s 29.9 10.3 1.0 24.0 24.9 6.8 1.0 17.3 3.5 25.1 7.2 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 110 1183 527 272 1183 527 99 818 99 848 719 Volume-to-Capacity Ratio ( X ) 0.644 0.440 0.047 0.528 0.882 0.305 0.204 0.581 0.715 0.745 0.283 Back of Queue ( Q ), ft/ln ( 95 th percentile) 107.9 201.7 17.2 153.9 437.5 120.8 20.8 318.3 97.9 444.7 126.3 Back of Queue ( Q ), veh/ln ( 95 th percentile) 4.2 7.9 0.7 6.1 17.2 4.8 0.8 12.5 3.9 17.5 5.0 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 43.9 23.5 20.4 32.9 28.4 22.3 40.6 19.0 41.8 20.3 15.4 Incremental Delay ( d 2 ), s/veh 25.6 1.2 0.2 7.2 9.6 1.5 1.0 3.0 21.6 5.9 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 69.5 24.7 20.6 40.1 38.0 23.8 41.6 22.0 63.4 26.2 16.4 Level of Service (LOS) E C C D D C D C E C B
Approach Delay, s/veh / LOS 29.7 C 36.6 D 22.8 C 26.9 C Intersection Delay, s/veh / LOS 30.7 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.00 A 1.60 B 1.31 A 1.98 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/22/2025 3:58:16 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Ex w/Proj - AM PHF 0.89 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 8:00 Intersection Doheny / Burton File Name 01AM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 63 467 22 128 936 147 18 408 17 65 562 181 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.4 4.4 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 27.2 3.0 5.6
Green Extension Time ( g e ), s 0.0 2.2 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 71 525 25 144 1052 165 20 478 73 631 203 Adjusted Saturation Flow Rate ( s ), veh/h/ln 537 1781 1585 878 1781 1585 1781 1857 1781 1870 1585 Queue Service Time ( g s ), s 4.7 10.4 1.0 13.8 25.2 7.0 1.0 17.4 3.6 25.1 7.2 Cycle Queue Clearance Time ( g c ), s 29.9 10.4 1.0 24.2 25.2 7.0 1.0 17.4 3.6 25.1 7.2 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 108 1183 527 270 1183 527 99 817 99 848 719 Volume-to-Capacity Ratio ( X ) 0.655 0.444 0.047 0.532 0.889 0.314 0.204 0.584 0.738 0.745 0.283 Back of Queue ( Q ), ft/ln ( 95 th percentile) 109.2 203.4 17.2 154.6 443.3 10.4 20.8 320.2 104.3 444.7 126.3 Back of Queue ( Q ), veh/ln ( 95 th percentile) 4.3 8.0 0.7 6.1 17.5 0.4 0.8 12.6 4.1 17.5 5.0 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 44.1 23.5 20.4 33.0 28.5 22.4 40.6 19.0 41.9 20.3 15.4 Incremental Delay ( d 2 ), s/veh 26.9 1.2 0.2 7.3 10.1 1.6 1.0 3.0 24.9 5.9 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 71.0 24.7 20.6 40.3 38.6 24.0 41.6 22.0 66.8 26.2 16.4 Level of Service (LOS) E C C D D C D C E C B
Approach Delay, s/veh / LOS 29.9 C 37.0 D 22.8 C 27.3 C Intersection Delay, s/veh / LOS 31.0 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.00 A 1.61 B 1.31 A 1.99 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 1:46:50 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 24, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Future - AM PHF 0.89 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 8:00 Intersection Doheny / Burton File Name 01AM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 65 508 23 134 986 148 22 431 15 66 592 186 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.4 4.4 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 29.1 3.2 5.7
Green Extension Time ( g e ), s 0.0 0.7 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 73 571 26 151 1108 166 25 501 74 665 209 Adjusted Saturation Flow Rate ( s ), veh/h/ln 509 1781 1585 841 1781 1585 1781 1859 1781 1870 1585 Queue Service Time ( g s ), s 2.8 11.5 1.0 15.6 27.1 7.0 1.2 18.6 3.7 27.2 7.5 Cycle Queue Clearance Time ( g c ), s 29.9 11.5 1.0 27.1 27.1 7.0 1.2 18.6 3.7 27.2 7.5 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 96 1183 527 252 1183 527 99 818 99 848 719 Volume-to-Capacity Ratio ( X ) 0.764 0.482 0.049 0.597 0.936 0.316 0.250 0.613 0.749 0.784 0.291 Back of Queue ( Q ), ft/ln ( 95 th percentile) 127 220.3 18 172.6 491.9 125.8 25.6 338.7 107.7 481.6 130.4 Back of Queue ( Q ), veh/ln ( 95 th percentile) 5.0 8.7 0.7 6.8 19.4 5.0 1.0 13.3 4.2 19.0 5.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 44.7 23.9 20.4 34.7 29.1 22.4 40.7 19.3 41.9 20.9 15.5 Incremental Delay ( d 2 ), s/veh 43.3 1.4 0.2 10.0 14.8 1.6 1.3 3.4 26.7 7.2 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 88.0 25.3 20.6 44.7 43.9 24.0 42.0 22.7 68.6 28.1 16.5 Level of Service (LOS) F C C D D C D C E C B
Approach Delay, s/veh / LOS 32.0 C 41.7 D 23.6 C 28.7 C Intersection Delay, s/veh / LOS 33.7 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.04 A 1.66 B 1.36 A 2.05 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/24/2025 11:42:43 AM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Fut w/Proj - AM PHF 0.89 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 8:00 Intersection Doheny / Burton File Name 01AM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 65 512 23 134 993 152 22 431 17 68 592 186 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.4 4.4 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 29.4 3.2 5.8
Green Extension Time ( g e ), s 0.0 0.4 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 73 575 26 151 1116 171 25 503 76 665 209 Adjusted Saturation Flow Rate ( s ), veh/h/ln 505 1781 1585 838 1781 1585 1781 1858 1781 1870 1585 Queue Service Time ( g s ), s 2.5 11.6 1.0 15.7 27.4 7.3 1.2 18.7 3.8 27.2 7.5 Cycle Queue Clearance Time ( g c ), s 29.9 11.6 1.0 27.3 27.4 7.3 1.2 18.7 3.8 27.2 7.5 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 94 1183 527 251 1183 527 99 817 99 848 719 Volume-to-Capacity Ratio ( X ) 0.778 0.486 0.049 0.601 0.943 0.324 0.250 0.616 0.772 0.784 0.291 Back of Queue ( Q ), ft/ln ( 95 th percentile) 129.3 222 18 173.5 499.7 129.8 25.6 340.7 114.8 481.6 130.4 Back of Queue ( Q ), veh/ln ( 95 th percentile) 5.1 8.7 0.7 6.8 19.7 5.1 1.0 13.4 4.5 19.0 5.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 44.8 23.9 20.4 34.8 29.2 22.5 40.7 19.4 41.9 20.9 15.5 Incremental Delay ( d 2 ), s/veh 45.9 1.4 0.2 10.2 15.6 1.6 1.3 3.5 30.5 7.2 1.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 90.7 25.4 20.6 45.0 44.9 24.1 42.0 22.8 72.5 28.1 16.5 Level of Service (LOS) F C C D D C D C E C B
Approach Delay, s/veh / LOS 32.3 C 42.4 D 23.7 C 29.1 C Intersection Delay, s/veh / LOS 34.2 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.04 A 1.67 B 1.36 A 2.06 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:42:37 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 22, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Existing - PM PHF 0.99 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 17:00 Intersection Doheny / Burton File Name 01PM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 119 1256 27 81 877 110 33 461 26 135 430 103 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.4 4.4 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 31.9 3.6 7.0
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 120 1269 27 82 886 111 33 492 136 434 104 Adjusted Saturation Flow Rate ( s ), veh/h/ln 627 1781 1585 437 1781 1585 1781 1853 1781 1870 1585 Queue Service Time ( g s ), s 10.0 29.9 1.1 0.0 19.9 4.5 1.6 18.2 5.0 14.9 3.5 Cycle Queue Clearance Time ( g c ), s 29.9 29.9 1.1 29.9 19.9 4.5 1.6 18.2 5.0 14.9 3.5 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 150 1183 527 80 1183 527 99 815 99 848 719 Volume-to-Capacity Ratio ( X ) 0.803 1.072 0.052 1.023 0.749 0.211 0.337 0.603 1.378 0.512 0.145 Back of Queue ( Q ), ft/ln ( 95 th percentile) 189.3 736.2 19 188.7 345.1 80 35 331.8 359 279.1 59.8 Back of Queue ( Q ), veh/ln ( 95 th percentile) 7.5 29.0 0.7 7.4 13.6 3.2 1.4 13.1 14.1 11.0 2.4 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 42.1 30.1 20.4 45.0 26.7 21.6 40.9 19.2 42.5 17.5 14.4 Incremental Delay ( d 2 ), s/veh 35.1 47.9 0.2 107.0 4.4 0.9 2.0 3.3 221.1 2.2 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 77.2 77.9 20.6 152.0 31.1 22.5 42.9 22.5 263.6 19.7 14.8 Level of Service (LOS) E F C F C C D C F B B
Approach Delay, s/veh / LOS 76.8 E 39.4 D 23.8 C 68.3 E Intersection Delay, s/veh / LOS 56.8 E
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.66 B 1.38 A 1.35 A 1.60 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/22/2025 4:01:02 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Ex w/Proj - PM PHF 0.99 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 17:00 Intersection Doheny / Burton File Name 01PM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 119 1263 27 81 883 113 33 461 30 139 430 103 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.4 4.4 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 31.9 3.6 7.0
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 120 1276 27 82 892 114 33 496 140 434 104 Adjusted Saturation Flow Rate ( s ), veh/h/ln 624 1781 1585 434 1781 1585 1781 1850 1781 1870 1585 Queue Service Time ( g s ), s 9.8 29.9 1.1 0.0 20.1 4.7 1.6 18.5 5.0 14.9 3.5 Cycle Queue Clearance Time ( g c ), s 29.9 29.9 1.1 29.9 20.1 4.7 1.6 18.5 5.0 14.9 3.5 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 148 1183 527 80 1183 527 99 814 99 848 719 Volume-to-Capacity Ratio ( X ) 0.812 1.078 0.052 1.023 0.754 0.217 0.337 0.609 1.419 0.512 0.145 Back of Queue ( Q ), ft/ln ( 95 th percentile) 191.5 749.7 19 188.7 347.9 82.4 35 335.3 377.3 279.1 59.8 Back of Queue ( Q ), veh/ln ( 95 th percentile) 7.5 29.5 0.7 7.4 13.7 3.2 1.4 13.2 14.9 11.0 2.4 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 42.2 30.1 20.4 45.0 26.8 21.6 40.9 19.3 42.5 17.5 14.4 Incremental Delay ( d 2 ), s/veh 36.6 50.0 0.2 107.0 4.5 0.9 2.0 3.4 237.4 2.2 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 78.9 80.1 20.6 152.0 31.3 22.6 42.9 22.7 279.9 19.7 14.8 Level of Service (LOS) E F C F C C D C F B B
Approach Delay, s/veh / LOS 78.8 E 39.4 D 23.9 C 72.8 E Intersection Delay, s/veh / LOS 58.4 E
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.66 B 1.39 A 1.36 A 1.61 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 1:54:37 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 24, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Future - PM PHF 0.99 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 17:00 Intersection Doheny / Burton File Name 01PM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 123 1332 28 84 937 114 36 499 27 140 460 106 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.5 4.5 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 31.9 3.8 7.0
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 124 1345 28 85 946 115 36 531 141 465 107 Adjusted Saturation Flow Rate ( s ), veh/h/ln 592 1781 1585 406 1781 1585 1781 1853 1781 1870 1585 Queue Service Time ( g s ), s 8.1 29.9 1.1 0.0 21.8 4.7 1.8 20.3 5.0 16.3 3.6 Cycle Queue Clearance Time ( g c ), s 29.9 29.9 1.1 29.9 21.8 4.7 1.8 20.3 5.0 16.3 3.6 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 134 1183 527 80 1183 527 99 815 99 848 719 Volume-to-Capacity Ratio ( X ) 0.930 1.137 0.054 1.061 0.800 0.219 0.367 0.652 1.429 0.548 0.149 Back of Queue ( Q ), ft/ln ( 95 th percentile) 221.3 893.8 19.7 200 376.4 83.3 38.4 364.5 381.9 300.9 61.7 Back of Queue ( Q ), veh/ln ( 95 th percentile) 8.7 35.2 0.8 7.9 14.8 3.3 1.5 14.4 15.0 11.8 2.4 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 43.2 30.1 20.4 45.0 27.3 21.6 41.0 19.8 42.5 17.9 14.4 Incremental Delay ( d 2 ), s/veh 60.9 72.5 0.2 118.2 5.7 1.0 2.3 4.0 241.5 2.5 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 104.2 102.5 20.6 163.2 33.1 22.6 43.2 23.8 284.0 20.4 14.9 Level of Service (LOS) F F C F C C D C F C B
Approach Delay, s/veh / LOS 101.1 F 41.6 D 25.1 C 71.9 E Intersection Delay, s/veh / LOS 67.4 E
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.72 B 1.43 A 1.42 A 1.66 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/24/2025 12:08:56 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Fut w/Proj - PM PHF 0.99 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 17:00 Intersection Doheny / Burton File Name 01PM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 123 1339 28 84 943 117 36 499 31 144 460 106 Signal Information
Green
Yellow
Red

5.0 30.6 6.2 29.9 0.0 0.0

3.6 3.6 3.6 4.1 0.0 0.0

0.4 1.6 0.4 1.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 4.0 2.0 3.0
Phase Duration, s 35.0 35.0 9.0 44.8 10.2 46.0
Change Period, ( Y+R c ), s 5.1 5.1 4.0 5.2 5.2 5.2
Max Allow Headway ( MAH ), s 4.5 4.5 4.3 0.0 4.3 0.0
Queue Clearance Time ( g s ), s 31.9 31.9 3.8 7.0
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.0 0.0 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 1.00 1.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 124 1353 28 85 953 118 36 535 145 465 107 Adjusted Saturation Flow Rate ( s ), veh/h/ln 589 1781 1585 403 1781 1585 1781 1851 1781 1870 1585 Queue Service Time ( g s ), s 8.0 29.9 1.1 0.0 21.9 4.8 1.8 20.5 5.0 16.3 3.6 Cycle Queue Clearance Time ( g c ), s 29.9 29.9 1.1 29.9 21.9 4.8 1.8 20.5 5.0 16.3 3.6 Green Ratio ( g/C ) 0.33 0.33 0.33 0.33 0.33 0.33 0.06 0.44 0.06 0.45 0.45 Capacity ( c ), veh/h 132 1183 527 80 1183 527 99 814 99 848 719 Volume-to-Capacity Ratio ( X ) 0.941 1.143 0.054 1.061 0.805 0.224 0.367 0.657 1.470 0.548 0.149 Back of Queue ( Q ), ft/ln ( 95 th percentile) 224 909.3 19.7 200 379.5 85.7 38.4 368.7 400.3 300.9 61.7 Back of Queue ( Q ), veh/ln ( 95 th percentile) 8.8 35.8 0.8 7.9 14.9 3.4 1.5 14.5 15.8 11.8 2.4 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 43.3 30.1 20.4 45.0 27.4 21.7 41.0 19.9 42.5 17.9 14.4 Incremental Delay ( d 2 ), s/veh 63.8 74.9 0.2 118.2 5.9 1.0 2.3 4.1 258.0 2.5 0.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 107.1 104.9 20.6 163.2 33.3 22.7 43.2 24.0 300.5 20.4 14.9 Level of Service (LOS) F F C F C C D C F C B
Approach Delay, s/veh / LOS 103.5 F 41.7 D 25.2 C 76.4 E Intersection Delay, s/veh / LOS 69.2 E
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 2.13 B 2.45 B 2.45 B
Bicycle LOS Score / LOS 1.73 B 1.44 A 1.43 A 1.67 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:43:43 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Existing - AM PHF 0.94 Urban Street Dohney Drive Analysis Year 2025 Analysis Period 1> 8:00 Intersection Doheny / Dayton File Name 02AM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 5 14 7 5 30 7 8 430 3 8 630 71
Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 2.9 3.5
Green Extension Time ( g e ), s 0.1 0.1 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 28 45 466 3 754
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1729 1803 1855 1610 1831 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.1 0.0
Cycle Queue Clearance Time ( g c ), s 0.9 1.5 13.3 0.1 27.9 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 624 646 1071 895 1058
Volume-to-Capacity Ratio ( X ) 0.044 0.069 0.435 0.004 0.713 Back of Queue ( Q ), ft/ln ( 95 th percentile) 17.8 29 241.2 1.3 448.9 Back of Queue ( Q ), veh/ln ( 95 th percentile) 0.7 1.2 9.5 0.1 17.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.3 20.5 11.8 8.9 15.1
Incremental Delay ( d 2 ), s/veh 0.0 0.0 1.3 0.0 4.1
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 20.3 20.5 13.1 8.9 19.2
Level of Service (LOS) C C B A B
Approach Delay, s/veh / LOS 20.3 C 20.5 C 13.1 B 19.2 B Intersection Delay, s/veh / LOS 17.0 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.53 A 0.56 A 1.26 A 1.73 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 11:38:20 AM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Ex w/Proj - AM PHF 0.94 Urban Street Dohney Drive Analysis Year 2025 Analysis Period 1> 8:00 Intersection Doheny / Dayton File Name 02AM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 5 14 7 5 30 7 8 432 3 8 630 71
Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 2.9 3.5
Green Extension Time ( g e ), s 0.1 0.1 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 28 45 468 3 754
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1729 1803 1855 1610 1831 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.1 0.0
Cycle Queue Clearance Time ( g c ), s 0.9 1.5 13.4 0.1 27.9 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 624 646 1071 895 1058
Volume-to-Capacity Ratio ( X ) 0.044 0.069 0.437 0.004 0.713 Back of Queue ( Q ), ft/ln ( 95 th percentile) 17.8 29 242.6 1.3 448.9 Back of Queue ( Q ), veh/ln ( 95 th percentile) 0.7 1.2 9.6 0.1 17.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.3 20.5 11.9 8.9 15.1
Incremental Delay ( d 2 ), s/veh 0.0 0.0 1.3 0.0 4.1
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 20.3 20.5 13.2 8.9 19.2
Level of Service (LOS) C C B A B
Approach Delay, s/veh / LOS 20.3 C 20.5 C 13.1 B 19.2 B Intersection Delay, s/veh / LOS 17.1 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.53 A 0.56 A 1.27 A 1.73 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:12:08 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Future - AM PHF 0.94 Urban Street Dohney Drive Analysis Year 2028 Analysis Period 1> 8:00 Intersection Doheny / Dayton File Name 02AM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 5 14 7 5 31 7 8 457 3 8 665 73
Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 2.9 3.5
Green Extension Time ( g e ), s 0.1 0.1 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 28 46 495 3 794
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1728 1806 1855 1610 1832 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.1 0.0
Cycle Queue Clearance Time ( g c ), s 0.9 1.5 14.4 0.1 30.4 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 624 647 1071 895 1058
Volume-to-Capacity Ratio ( X ) 0.044 0.071 0.462 0.004 0.750 Back of Queue ( Q ), ft/ln ( 95 th percentile) 17.8 29.6 257.9 1.3 487.6 Back of Queue ( Q ), veh/ln ( 95 th percentile) 0.7 1.2 10.2 0.1 19.2 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.3 20.5 12.1 8.9 15.6
Incremental Delay ( d 2 ), s/veh 0.0 0.0 1.4 0.0 4.9
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 20.3 20.5 13.5 8.9 20.5
Level of Service (LOS) C C B A C
Approach Delay, s/veh / LOS 20.3 C 20.5 C 13.5 B 20.5 C Intersection Delay, s/veh / LOS 18.0 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.53 A 0.56 A 1.31 A 1.80 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 11:50:11 AM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Fut w/Proj - AM PHF 0.94 Urban Street Dohney Drive Analysis Year 2028 Analysis Period 1> 8:00 Intersection Doheny / Dayton File Name 02AM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 5 14 7 5 31 7 8 459 3 8 665 73
Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 2.9 3.5
Green Extension Time ( g e ), s 0.1 0.1 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 28 46 497 3 794
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1728 1806 1855 1610 1832 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.1 0.0
Cycle Queue Clearance Time ( g c ), s 0.9 1.5 14.5 0.1 30.4 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 624 647 1071 895 1058
Volume-to-Capacity Ratio ( X ) 0.044 0.071 0.464 0.004 0.750 Back of Queue ( Q ), ft/ln ( 95 th percentile) 17.8 29.6 258.8 1.3 487.6 Back of Queue ( Q ), veh/ln ( 95 th percentile) 0.7 1.2 10.2 0.1 19.2 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.3 20.5 12.1 8.9 15.6
Incremental Delay ( d 2 ), s/veh 0.0 0.0 1.4 0.0 4.9
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 20.3 20.5 13.5 8.9 20.5
Level of Service (LOS) C C B A C
Approach Delay, s/veh / LOS 20.3 C 20.5 C 13.5 B 20.5 C Intersection Delay, s/veh / LOS 18.0 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.53 A 0.56 A 1.31 A 1.80 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:20:14 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Existing - PM PHF 0.98 Urban Street Dohney Drive Analysis Year 2025 Analysis Period 1> 16:30 Intersection Doheny / Dayton File Name 02PM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 29 113 28 3 19 14 13 485 22 17 493 38 Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 8.2 3.3
Green Extension Time ( g e ), s 0.4 0.4 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 173 37 508 22 559
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1773 1745 1850 1610 1822 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.6 0.0
Cycle Queue Clearance Time ( g c ), s 6.2 1.3 14.9 0.6 17.4 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 638 625 1069 895 1053
Volume-to-Capacity Ratio ( X ) 0.272 0.059 0.475 0.025 0.531 Back of Queue ( Q ), ft/ln ( 95 th percentile) 121.2 23.7 265.8 9.2 298.6 Back of Queue ( Q ), veh/ln ( 95 th percentile) 4.8 0.9 10.5 0.4 11.8 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.1 20.4 12.2 9.0 12.7
Incremental Delay ( d 2 ), s/veh 0.1 0.0 1.5 0.1 1.9
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 22.2 20.4 13.7 9.1 14.7
Level of Service (LOS) C C B A B
Approach Delay, s/veh / LOS 22.2 C 20.4 C 13.5 B 14.7 B Intersection Delay, s/veh / LOS 15.4 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.77 A 0.55 A 1.36 A 1.41 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 11:48:14 AM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Ex w/Proj - PM PHF 0.98 Urban Street Dohney Drive Analysis Year 2025 Analysis Period 1> 16:30 Intersection Doheny / Dayton File Name 02PM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 29 113 28 3 19 14 13 489 22 17 493 38 Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 8.2 3.3
Green Extension Time ( g e ), s 0.4 0.4 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 173 37 512 22 559
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1773 1745 1850 1610 1821 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.6 0.0
Cycle Queue Clearance Time ( g c ), s 6.2 1.3 15.1 0.6 17.4 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 638 625 1069 895 1053
Volume-to-Capacity Ratio ( X ) 0.272 0.059 0.479 0.025 0.531 Back of Queue ( Q ), ft/ln ( 95 th percentile) 121.2 23.7 268.1 9.2 298.6 Back of Queue ( Q ), veh/ln ( 95 th percentile) 4.8 0.9 10.6 0.4 11.8 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.1 20.4 12.2 9.0 12.7
Incremental Delay ( d 2 ), s/veh 0.1 0.0 1.5 0.1 1.9
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 22.2 20.4 13.8 9.1 14.7
Level of Service (LOS) C C B A B
Approach Delay, s/veh / LOS 22.2 C 20.4 C 13.6 B 14.7 B Intersection Delay, s/veh / LOS 15.4 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.77 A 0.55 A 1.37 A 1.41 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:17:28 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Future - PM PHF 0.98 Urban Street Dohney Drive Analysis Year 2028 Analysis Period 1> 16:30 Intersection Doheny / Dayton File Name 02PM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 30 116 29 3 20 14 13 525 23 18 527 39 Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 8.4 3.3
Green Extension Time ( g e ), s 0.4 0.4 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 179 38 549 23 596
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1772 1749 1850 1610 1820 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.6 0.0
Cycle Queue Clearance Time ( g c ), s 6.4 1.3 16.6 0.6 19.0 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 638 626 1069 895 1052
Volume-to-Capacity Ratio ( X ) 0.280 0.060 0.514 0.026 0.566 Back of Queue ( Q ), ft/ln ( 95 th percentile) 125.3 24.4 290.7 9.6 323 Back of Queue ( Q ), veh/ln ( 95 th percentile) 5.0 1.0 11.4 0.4 12.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.1 20.4 12.6 9.0 13.1
Incremental Delay ( d 2 ), s/veh 0.1 0.0 1.8 0.1 2.2
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 22.2 20.4 14.3 9.1 15.3
Level of Service (LOS) C C B A B
Approach Delay, s/veh / LOS 22.2 C 20.4 C 14.1 B 15.3 B Intersection Delay, s/veh / LOS 15.9 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.78 A 0.55 A 1.43 A 1.47 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 11:53:32 AM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Fut w/Proj - PM PHF 0.98 Urban Street Dohney Drive Analysis Year 2028 Analysis Period 1> 16:30 Intersection Doheny / Dayton File Name 02PM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 30 116 29 3 20 14 13 529 23 18 527 39 Signal Information
Green
Yellow
Red

50.0 30.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 35.0 35.0 55.0 55.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.2 3.2 0.0 0.0
Queue Clearance Time ( g s ), s 8.4 3.3
Green Extension Time ( g e ), s 0.4 0.4 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 179 38 553 23 596
Adjusted Saturation Flow Rate ( s ), veh/h/ln 1772 1749 1850 1610 1820 Queue Service Time ( g s ), s 0.0 0.0 0.0 0.6 0.0
Cycle Queue Clearance Time ( g c ), s 6.4 1.3 16.8 0.6 19.0 Green Ratio ( g/C ) 0.33 0.33 0.56 0.56 0.56
Capacity ( c ), veh/h 638 626 1069 895 1052
Volume-to-Capacity Ratio ( X ) 0.280 0.060 0.517 0.026 0.566 Back of Queue ( Q ), ft/ln ( 95 th percentile) 125.3 24.4 293.1 9.6 323 Back of Queue ( Q ), veh/ln ( 95 th percentile) 5.0 1.0 11.5 0.4 12.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.1 20.4 12.6 9.0 13.1
Incremental Delay ( d 2 ), s/veh 0.1 0.0 1.8 0.1 2.2
Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0
Control Delay ( d ), s/veh 22.2 20.4 14.4 9.1 15.3
Level of Service (LOS) C C B A B
Approach Delay, s/veh / LOS 22.2 C 20.4 C 14.2 B 15.3 B Intersection Delay, s/veh / LOS 15.9 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.94 B 1.71 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.78 A 0.55 A 1.44 A 1.47 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:22:52 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 22, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Existing - AM PHF 0.86 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 8:00 Intersection La Peer / Burton File Name 03AM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 54 480 21 113 1118 12 11 65 12 24 128 36 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.2
Queue Clearance Time ( g s ), s 5.9 9.6
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.3 0.0 0.8 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 63 558 24 131 1300 14 102 219 Adjusted Saturation Flow Rate ( s ), veh/h/ln 431 1781 1610 865 1698 1610 1793 1573 Queue Service Time ( g s ), s 10.0 8.1 0.7 9.3 14.9 0.4 3.9 0.0 Cycle Queue Clearance Time ( g c ), s 24.9 8.1 0.7 17.3 14.9 0.4 3.9 7.6 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 231 1836 830 448 2627 830 527 645 Volume-to-Capacity Ratio ( X ) 0.272 0.304 0.029 0.293 0.495 0.017 0.194 0.339 Back of Queue ( Q ), ft/ln ( 95 th percentile) 53.2 147.8 11.2 87.6 233.5 6.1 77.4 146.8 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.1 5.8 0.4 3.5 9.2 0.2 3.1 5.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.2 12.5 10.7 17.5 14.2 10.6 25.7 19.9 Incremental Delay ( d 2 ), s/veh 2.9 0.4 0.1 1.7 0.7 0.0 0.2 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 25.1 12.9 10.8 19.1 14.8 10.7 25.9 20.2 Level of Service (LOS) C B B B B B C C
Approach Delay, s/veh / LOS 14.1 B 15.2 B 25.9 C 20.2 C Intersection Delay, s/veh / LOS 15.8 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.02 A 1.28 A 0.66 A 0.85 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/22/2025 4:22:06 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Ex w/Proj - AM PHF 0.86 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 8:00 Intersection La Peer / Burton File Name 03AM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 54 487 21 113 1129 12 11 65 12 24 128 36 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.2
Queue Clearance Time ( g s ), s 5.9 9.6
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.3 0.0 0.8 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 63 566 24 131 1313 14 102 219 Adjusted Saturation Flow Rate ( s ), veh/h/ln 425 1781 1610 858 1698 1610 1793 1573 Queue Service Time ( g s ), s 10.2 8.2 0.7 9.4 15.1 0.4 3.9 0.0 Cycle Queue Clearance Time ( g c ), s 25.3 8.2 0.7 17.6 15.1 0.4 3.9 7.6 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 228 1836 830 444 2627 830 527 645 Volume-to-Capacity Ratio ( X ) 0.275 0.308 0.029 0.296 0.500 0.017 0.194 0.339 Back of Queue ( Q ), ft/ln ( 95 th percentile) 53.7 150.4 11.2 88.2 236.2 6.1 77.4 146.8 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.1 5.9 0.4 3.5 9.3 0.2 3.1 5.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 22.4 12.6 10.7 17.6 14.2 10.6 25.7 19.9 Incremental Delay ( d 2 ), s/veh 3.0 0.4 0.1 1.7 0.7 0.0 0.2 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 25.4 13.0 10.8 19.3 14.9 10.7 25.9 20.2 Level of Service (LOS) C B B B B B C C
Approach Delay, s/veh / LOS 14.1 B 15.3 B 25.9 C 20.2 C Intersection Delay, s/veh / LOS 15.8 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.03 A 1.29 A 0.66 A 0.85 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:28:47 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 24, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Future - AM PHF 0.86 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 8:00 Intersection La Peer / Burton File Name 03AM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 56 527 22 116 1183 14 12 68 12 27 132 37 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.3
Queue Clearance Time ( g s ), s 6.1 9.9
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.3 0.0 0.8 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 65 613 26 135 1376 16 107 228 Adjusted Saturation Flow Rate ( s ), veh/h/ln 401 1781 1610 822 1698 1610 1789 1545 Queue Service Time ( g s ), s 11.6 9.1 0.7 10.3 16.1 0.4 4.1 0.0 Cycle Queue Clearance Time ( g c ), s 27.7 9.1 0.7 19.4 16.1 0.4 4.1 7.9 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 215 1836 830 421 2627 830 526 634 Volume-to-Capacity Ratio ( X ) 0.303 0.334 0.031 0.320 0.524 0.020 0.203 0.360 Back of Queue ( Q ), ft/ln ( 95 th percentile) 58.3 165.3 11.7 94.2 248.5 7.1 81.1 154 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.3 6.5 0.5 3.8 9.8 0.3 3.2 6.2 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 23.6 12.8 10.7 18.4 14.5 10.7 25.8 20.0 Incremental Delay ( d 2 ), s/veh 3.6 0.5 0.1 2.0 0.8 0.0 0.2 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 27.2 13.2 10.8 20.4 15.2 10.7 25.9 20.3 Level of Service (LOS) C B B C B B C C
Approach Delay, s/veh / LOS 14.4 B 15.6 B 25.9 C 20.3 C Intersection Delay, s/veh / LOS 16.1 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.07 A 1.33 A 0.66 A 0.86 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/24/2025 12:17:19 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Fut w/Proj - AM PHF 0.86 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 8:00 Intersection La Peer / Burton File Name 03AM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 56 534 22 116 1194 14 12 68 12 27 132 37 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.3
Queue Clearance Time ( g s ), s 6.1 9.9
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.3 0.0 0.8 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 65 621 26 135 1388 16 107 228 Adjusted Saturation Flow Rate ( s ), veh/h/ln 396 1781 1610 816 1698 1610 1789 1545 Queue Service Time ( g s ), s 11.8 9.2 0.7 10.5 16.3 0.4 4.1 0.0 Cycle Queue Clearance Time ( g c ), s 28.1 9.2 0.7 19.6 16.3 0.4 4.1 7.9 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 212 1836 830 417 2627 830 526 634 Volume-to-Capacity Ratio ( X ) 0.307 0.338 0.031 0.323 0.528 0.020 0.203 0.360 Back of Queue ( Q ), ft/ln ( 95 th percentile) 58.8 167.9 11.7 94.6 251.3 7.1 81.1 154 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.4 6.6 0.5 3.8 9.9 0.3 3.2 6.2 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 23.8 12.8 10.7 18.5 14.5 10.7 25.8 20.0 Incremental Delay ( d 2 ), s/veh 3.7 0.5 0.1 2.0 0.8 0.0 0.2 0.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 27.5 13.3 10.8 20.6 15.3 10.7 25.9 20.3 Level of Service (LOS) C B B C B B C C
Approach Delay, s/veh / LOS 14.5 B 15.7 B 25.9 C 20.3 C Intersection Delay, s/veh / LOS 16.2 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.07 A 1.33 A 0.66 A 0.86 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:44:47 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 22, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Existing - PM PHF 0.97 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 16:30 Intersection La Peer / Burton File Name 03PM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 84 1421 8 103 870 18 27 88 27 63 142 25 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.3
Queue Clearance Time ( g s ), s 7.8 13.2
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.4 0.0 0.8 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 87 1465 8 106 897 19 146 237 Adjusted Saturation Flow Rate ( s ), veh/h/ln 631 1781 1610 368 1698 1610 1734 1287 Queue Service Time ( g s ), s 8.4 30.5 0.2 16.0 9.3 0.5 5.0 0.0 Cycle Queue Clearance Time ( g c ), s 17.7 30.5 0.2 46.4 9.3 0.5 5.8 11.2 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 340 1836 830 145 2627 830 514 538 Volume-to-Capacity Ratio ( X ) 0.255 0.798 0.010 0.731 0.341 0.022 0.285 0.441 Back of Queue ( Q ), ft/ln ( 95 th percentile) 61.9 470.6 3.7 154.2 153.2 8.1 113.7 166.8 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.5 18.5 0.1 6.2 6.0 0.3 4.5 6.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.0 17.9 10.6 40.1 12.8 10.7 26.4 20.4 Incremental Delay ( d 2 ), s/veh 1.8 3.7 0.0 27.4 0.4 0.0 0.3 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.8 21.6 10.6 67.5 13.2 10.7 26.7 21.0 Level of Service (LOS) B C B E B B C C
Approach Delay, s/veh / LOS 21.5 C 18.8 B 26.7 C 21.0 C Intersection Delay, s/veh / LOS 20.8 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.77 B 1.05 A 0.73 A 0.88 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/22/2025 4:34:10 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Ex w/Proj - PM PHF 0.97 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 16:30 Intersection La Peer / Burton File Name 03PM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 84 1435 8 103 878 18 27 88 27 63 142 25 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.3
Queue Clearance Time ( g s ), s 7.8 13.2
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.4 0.0 0.8 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 87 1479 8 106 905 19 146 237 Adjusted Saturation Flow Rate ( s ), veh/h/ln 626 1781 1610 363 1698 1610 1734 1287 Queue Service Time ( g s ), s 8.5 31.0 0.2 15.5 9.4 0.5 5.0 0.0 Cycle Queue Clearance Time ( g c ), s 17.9 31.0 0.2 46.4 9.4 0.5 5.8 11.2 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 337 1836 830 142 2627 830 514 538 Volume-to-Capacity Ratio ( X ) 0.257 0.806 0.010 0.746 0.345 0.022 0.285 0.441 Back of Queue ( Q ), ft/ln ( 95 th percentile) 62.2 478.2 3.7 156.9 155 8.1 113.7 166.8 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.5 18.8 0.1 6.3 6.1 0.3 4.5 6.7 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.1 18.1 10.6 40.5 12.8 10.7 26.4 20.4 Incremental Delay ( d 2 ), s/veh 1.8 3.9 0.0 29.5 0.4 0.0 0.3 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 19.9 21.9 10.6 69.9 13.2 10.7 26.7 21.0 Level of Service (LOS) B C B E B B C C
Approach Delay, s/veh / LOS 21.8 C 19.0 B 26.7 C 21.0 C Intersection Delay, s/veh / LOS 21.0 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.79 B 1.05 A 0.73 A 0.88 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:36:57 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 24, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Future - PM PHF 0.97 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 16:30 Intersection La Peer / Burton File Name 03PM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 87 1502 8 106 929 20 29 91 28 67 147 26 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.3
Queue Clearance Time ( g s ), s 8.0 14.2
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.4 0.0 0.9 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 90 1548 8 109 958 21 153 247 Adjusted Saturation Flow Rate ( s ), veh/h/ln 596 1781 1610 339 1698 1610 1730 1283 Queue Service Time ( g s ), s 9.5 33.5 0.2 12.9 10.1 0.6 5.0 0.0 Cycle Queue Clearance Time ( g c ), s 19.6 33.5 0.2 46.4 10.1 0.6 6.0 12.2 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 321 1836 830 129 2627 830 513 536 Volume-to-Capacity Ratio ( X ) 0.280 0.843 0.010 0.849 0.365 0.025 0.298 0.461 Back of Queue ( Q ), ft/ln ( 95 th percentile) 66.9 517.1 3.7 182.5 166.1 9 117.3 177 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.7 20.4 0.1 7.3 6.5 0.4 4.7 7.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.8 18.7 10.6 42.1 13.0 10.7 26.5 20.6 Incremental Delay ( d 2 ), s/veh 2.2 4.9 0.0 46.6 0.4 0.1 0.3 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 21.0 23.6 10.6 88.7 13.4 10.7 26.8 21.3 Level of Service (LOS) C C B F B B C C
Approach Delay, s/veh / LOS 23.4 C 20.9 C 26.8 C 21.3 C Intersection Delay, s/veh / LOS 22.5 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.85 B 1.09 A 0.74 A 0.90 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/24/2025 12:19:34 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction Los Angeles / Beverly Hills Time Period Fut w/Proj - PM PHF 0.97 Urban Street Burton Way Analysis Year 2028 Analysis Period 1> 16:30 Intersection La Peer / Burton File Name 03PM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 87 1516 8 106 937 20 29 91 28 67 147 26 Signal Information
Green
Yellow
Red

46.4 23.9 5.4 0.0 0.0 0.0

4.1 3.6 3.6 0.0 0.0 0.0

0.5 1.5 1.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 6 2 3 8 7 4
Case Number 5.0 5.0 0.0 14.2 0.0 14.3
Phase Duration, s 51.0 51.0 0.0 29.0 10.0 39.0
Change Period, ( Y+R c ), s 4.6 4.6 4.6 5.1 5.1 5.1
Max Allow Headway ( MAH ), s 0.0 0.0 0.0 4.3 0.0 4.3
Queue Clearance Time ( g s ), s 8.0 14.2
Green Extension Time ( g e ), s 0.0 0.0 0.0 0.4 0.0 0.9 Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 1 6 16 5 2 12 3 8 18 7 4 14
Adjusted Flow Rate ( v ), veh/h 90 1563 8 109 966 21 153 247 Adjusted Saturation Flow Rate ( s ), veh/h/ln 591 1781 1610 335 1698 1610 1730 1283 Queue Service Time ( g s ), s 9.6 34.1 0.2 12.4 10.2 0.6 5.0 0.0 Cycle Queue Clearance Time ( g c ), s 19.8 34.1 0.2 46.4 10.2 0.6 6.0 12.2 Green Ratio ( g/C ) 0.52 0.52 0.52 0.52 0.52 0.52 0.27 0.38 Capacity ( c ), veh/h 318 1836 830 126 2627 830 513 536 Volume-to-Capacity Ratio ( X ) 0.282 0.851 0.010 0.867 0.368 0.025 0.298 0.461 Back of Queue ( Q ), ft/ln ( 95 th percentile) 67.2 525.6 3.7 187.1 167.6 9 117.3 177 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.7 20.7 0.1 7.5 6.6 0.4 4.7 7.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.9 18.8 10.6 42.4 13.0 10.7 26.5 20.6 Incremental Delay ( d 2 ), s/veh 2.2 5.2 0.0 50.6 0.4 0.1 0.3 0.6 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 21.1 24.0 10.6 93.0 13.4 10.7 26.8 21.3 Level of Service (LOS) C C B F B B C C
Approach Delay, s/veh / LOS 23.8 C 21.3 C 26.8 C 21.3 C Intersection Delay, s/veh / LOS 22.9 C
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 1.71 B 1.71 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.86 B 1.09 A 0.74 A 0.90 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 2:46:06 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Los Angeles Time Period Existing - AM PHF 0.91 Urban Street Burton Way Analysis Year 2025 Analysis Period 1> 8:00 Intersection Robertson / Burton File Name 04AM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 76 378 94 156 1129 92 64 444 34 30 467 22 Signal Information
Green
Yellow
Red

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

30.7 12.4 27.8 0.0 0.0 0.0

3.9 3.9 4.1 0.0 0.0 0.0

3.4 2.7 1.1 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 1 6 5 2
Case Number 5.0 5.0 2.0 3.0 2.0 4.0
Phase Duration, s 33.0 33.0 19.0 38.0 19.0 38.0
Change Period, ( Y+R c ), s 5.2 5.2 6.6 7.3 6.6 7.3
Max Allow Headway ( MAH ), s 5.6 5.6 4.2 0.0 4.2 0.0
Queue Clearance Time ( g s ), s 29.8 29.8 6.1 6.1
Green Extension Time ( g e ), s 0.0 0.0 0.3 0.0 0.3 0.0 Phase Call Probability 1.00 1.00 1.00 1.00
Max Out Probability 1.00 1.00 0.22 0.23
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 170 1392 132 129 826 84 89 488 51 90 569 Adjusted Saturation Flow Rate ( s ), veh/h/ln 663 1781 1585 388 1698 1585 1781 1870 1585 1781 1850 Queue Service Time ( g s ), s 15.8 27.8 5.7 0.0 12.0 3.5 4.1 20.9 2.0 4.1 26.3 Cycle Queue Clearance Time ( g c ), s 27.8 27.8 5.7 27.8 12.0 3.5 4.1 20.9 2.0 4.1 26.3 Green Ratio ( g/C ) 0.31 0.31 0.31 0.31 0.31 0.31 0.14 0.34 0.34 0.14 0.34 Capacity ( c ), veh/h 196 1100 490 80 1574 490 245 638 541 245 631 Volume-to-Capacity Ratio ( X ) 0.865 1.265 0.270 1.616 0.525 0.171 0.362 0.765 0.093 0.366 0.901 Back of Queue ( Q ), ft/ln ( 95 th percentile) 235.1 1155.4 96 412.5 210.3 58.7 83.6 405.7 35.3 83.7 523.7 Back of Queue ( Q ), veh/ln ( 95 th percentile) 9.3 45.5 3.8 16.2 8.3 2.3 3.3 16.0 1.4 3.3 20.6 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 39.6 31.1 23.5 45.0 25.7 22.7 35.2 26.4 20.2 35.2 28.2 Incremental Delay ( d 2 ), s/veh 31.6 126.8 0.4 327.3 0.4 0.2 0.9 8.5 0.3 0.9 18.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 71.2 157.9 23.9 372.3 26.1 22.9 36.1 34.9 20.5 36.1 46.6 Level of Service (LOS) E F C F C C D C C D D
Approach Delay, s/veh / LOS 138.7 F 68.9 E 33.9 C 45.2 D Intersection Delay, s/veh / LOS 89.0 F
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.12 B 1.93 B 2.59 C 2.59 C
Bicycle LOS Score / LOS 1.89 B 1.06 A 1.52 B 1.57 B
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 3:04:26 PM HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 04/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2025 North/South Street Robertson Boulevard Time Analyzed Existing - AM Peak Hour Factor 0.92
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 1 0 4 3 0 27 9 509 22 20 671 26
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 5 33 10 22
Capacity, c (veh/h) 287 439 843 986
v/c Ratio 0.02 0.07 0.01 0.02
95% Queue Length, Q₉₅ (veh) 0.1 0.2 0.0 0.1
Control Delay (s/veh) 17.8 13.9 9.3 0.2 0.2 8.7 0.2
Level of Service (LOS) C B A A A A A
Approach Delay (s/veh) 17.8 13.9 0.3 0.5
Approach LOS C B A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 12:15:41 PM 05AM - Existing.xtw
HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 04/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2025 North/South Street Robertson Boulevard Time Analyzed Ex w/Proj - AM Peak Hour Factor 0.92
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 1 0 6 3 0 27 10 509 22 20 671 33
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 8 33 11 22
Capacity, c (veh/h) 336 438 837 986
v/c Ratio 0.02 0.07 0.01 0.02
95% Queue Length, Q₉₅ (veh) 0.1 0.2 0.0 0.1
Control Delay (s/veh) 16.0 13.9 9.4 0.2 0.2 8.7 0.2
Level of Service (LOS) C B A A A A A
Approach Delay (s/veh) 16.0 13.9 0.3 0.5
Approach LOS C B A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 3:13:52 PM 05AM - Existing with Project - Scenario 1.xtw
HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 04/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2028 North/South Street Robertson Boulevard Time Analyzed Future - AM Peak Hour Factor 0.92
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 4 0 4 3 0 28 9 582 23 21 745 29
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 9 34 10 23
Capacity, c (veh/h) 121 387 784 919
v/c Ratio 0.07 0.09 0.01 0.02
95% Queue Length, Q₉₅ (veh) 0.2 0.3 0.0 0.1
Control Delay (s/veh) 37.0 15.2 9.7 0.2 0.2 9.0 0.3
Level of Service (LOS) E C A A A A A
Approach Delay (s/veh) 37.0 15.2 0.3 0.5
Approach LOS E C A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 12:20:46 PM 05AM - Future Cumulative Baseline.xtw
HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 04/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2028 North/South Street Robertson Boulevard Time Analyzed Fut w/Proj - AM Peak Hour Factor 0.92
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 4 0 6 3 0 28 10 582 23 21 745 36
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 11 34 11 23
Capacity, c (veh/h) 142 385 778 919
v/c Ratio 0.08 0.09 0.01 0.02
95% Queue Length, Q₉₅ (veh) 0.2 0.3 0.0 0.1
Control Delay (s/veh) 32.4 15.2 9.7 0.2 0.2 9.0 0.3
Level of Service (LOS) D C A A A A A
Approach Delay (s/veh) 32.4 15.2 0.4 0.5
Approach LOS D C A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 3:19:19 PM 05AM - Future Cumulative with Project - Scenario 1.xtw
HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 4/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2025 North/South Street Robertson Boulevard Time Analyzed Existing - PM Peak Hour Factor 0.98
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 3 28 14 0 2 33 9 480 38 26 655 6
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 46 36 9 27
Capacity, c (veh/h) 199 490 906 1028
v/c Ratio 0.23 0.07 0.01 0.03
95% Queue Length, Q₉₅ (veh) 0.9 0.2 0.0 0.1
Control Delay (s/veh) 28.5 12.9 9.0 0.1 0.1 8.6 0.3
Level of Service (LOS) D B A A A A A
Approach Delay (s/veh) 28.5 12.9 0.3 0.6
Approach LOS D B A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 3:15:53 PM 05PM - Existing.xtw
HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 4/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2025 North/South Street Robertson Boulevard Time Analyzed Ex w/Proj - PM Peak Hour Factor 0.98
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 3 28 15 0 2 33 11 480 38 26 655 20
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 47 36 11 27
Capacity, c (veh/h) 198 488 895 1028
v/c Ratio 0.24 0.07 0.01 0.03
95% Queue Length, Q₉₅ (veh) 0.9 0.2 0.0 0.1
Control Delay (s/veh) 28.7 13.0 9.1 0.2 0.2 8.6 0.3
Level of Service (LOS) D B A A A A A
Approach Delay (s/veh) 28.7 13.0 0.3 0.6
Approach LOS D B A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 3:17:09 PM 05PM - Existing with Project - Scenario 1.xtw
HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 4/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2028 North/South Street Robertson Boulevard Time Analyzed Future - PM Peak Hour Factor 0.98
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 5 29 14 0 2 34 9 559 39 27 752 9
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 49 37 9 28
Capacity, c (veh/h) 147 429 829 958
v/c Ratio 0.33 0.09 0.01 0.03
95% Queue Length, Q₉₅ (veh) 1.4 0.3 0.0 0.1
Control Delay (s/veh) 41.3 14.2 9.4 0.2 0.2 8.9 0.3
Level of Service (LOS) E B A A A A A
Approach Delay (s/veh) 41.3 14.2 0.3 0.6
Approach LOS E B A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 12:22:52 PM 05PM - Future Cumulative Baseline.xtw
HCS Two-Way Stop-Control Report
General Information Site Information
Analyst AS Intersection Robertson / Dayton - Colgate
Agency/Co. Linscott, Law & Greenspan Jurisdiction Beverly Hills/Los Angeles Date Performed 4/29/2025 East/West Street Dayton Way - Colgate Avenue Analysis Year 2028 North/South Street Robertson Boulevard Time Analyzed Fut w/Proj - PM Peak Hour Factor 0.98
Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description 8844 Burton Way
Lanes
Major Street: North-South
Vehicle Volumes and Adjustments
Approach Eastbound Westbound Northbound Southbound
Movement U L T R U L T R U L T R U L T R
Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6
Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 2 0
Configuration LTR LTR LTR LT TR
Volume (veh/h) 5 29 15 0 2 34 11 559 39 27 752 23
Percent Heavy Vehicles (%) 3 3 3 3 3 3 3 3
Proportion Time Blocked
Percent Grade (%) 0 0
Right Turn Channelized
Median Type | Storage Undivided
Critical and Follow-up Headways
Base Critical Headway (sec) 7.5 6.5 6.9 7.5 6.5 6.2 4.1 4.1 Critical Headway (sec) 7.56 6.56 6.96 7.56 6.56 6.26 4.16 4.16 Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 Follow-Up Headway (sec) 3.53 4.03 3.33 3.53 4.03 3.33 2.23 2.23 Delay, Queue Length, and Level of Service
Flow Rate, v (veh/h) 50 37 11 28
Capacity, c (veh/h) 146 427 819 958
v/c Ratio 0.34 0.09 0.01 0.03
95% Queue Length, Q₉₅ (veh) 1.4 0.3 0.0 0.1
Control Delay (s/veh) 41.9 14.2 9.5 0.2 0.2 8.9 0.3
Level of Service (LOS) E B A A A A A
Approach Delay (s/veh) 41.9 14.2 0.4 0.6
Approach LOS E B A A
Copyright © 2025 University of Florida. All Rights Reserved. HCS™ TWSC Version 2023 Generated: 4/29/2025 3:21:59 PM 05PM - Future Cumulative with Project - Scenario 1.xtw
HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Existing - AM PHF 0.90 Urban Street Robertson Boulevard Analysis Year 2025 Analysis Period 1> 8:00 Intersection Robertson / Clifton File Name 06AM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 10 35 54 35 86 32 21 519 105 15 599 22 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 5.7 7.6
Green Extension Time ( g e ), s 0.6 0.6 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 110 170 600 117 369 338 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1688 1699 1820 1610 1829 1680 Queue Service Time ( g s ), s 0.0 0.0 0.0 3.5 0.0 11.3
Cycle Queue Clearance Time ( g c ), s 3.7 5.6 21.3 3.5 11.1 11.3 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 700 710 951 805 956 840
Volume-to-Capacity Ratio ( X ) 0.157 0.239 0.631 0.145 0.386 0.402 Back of Queue ( Q ), ft/ln ( 95 th percentile) 66.9 106.8 370.4 59.4 210.5 199.2 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.7 4.3 14.6 2.4 8.4 8.0 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 17.9 18.5 16.6 12.1 14.0 14.1 Incremental Delay ( d 2 ), s/veh 0.0 0.1 3.2 0.4 1.2 1.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.0 18.6 19.7 12.5 15.2 15.5 Level of Service (LOS) B B B B B B
Approach Delay, s/veh / LOS 18.0 B 18.6 B 18.6 B 15.3 B Intersection Delay, s/veh / LOS 17.2 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.67 A 0.77 A 1.67 B 1.07 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 12:24:14 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Ex w/Proj - AM PHF 0.90 Urban Street Robertson Boulevard Analysis Year 2025 Analysis Period 1> 8:00 Intersection Robertson / Clifton File Name 06AM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 10 35 63 35 86 32 24 520 105 15 601 22 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 6.1 7.6
Green Extension Time ( g e ), s 0.6 0.6 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 120 170 604 117 370 339 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1683 1696 1810 1610 1829 1680 Queue Service Time ( g s ), s 0.0 0.0 0.2 3.5 0.0 11.4
Cycle Queue Clearance Time ( g c ), s 4.1 5.6 21.5 3.5 11.1 11.4 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 698 709 947 805 956 840
Volume-to-Capacity Ratio ( X ) 0.172 0.240 0.639 0.145 0.387 0.403 Back of Queue ( Q ), ft/ln ( 95 th percentile) 73.6 106.8 374.4 59.4 211.4 199.7 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.9 4.3 14.7 2.4 8.5 8.0 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.1 18.5 16.6 12.1 14.0 14.1 Incremental Delay ( d 2 ), s/veh 0.0 0.1 3.3 0.4 1.2 1.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.1 18.6 19.9 12.5 15.2 15.5 Level of Service (LOS) B B B B B B
Approach Delay, s/veh / LOS 18.1 B 18.6 B 18.7 B 15.4 B Intersection Delay, s/veh / LOS 17.3 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.69 A 0.77 A 1.68 B 1.07 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 3:25:06 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Future - AM PHF 0.90 Urban Street Robertson Boulevard Analysis Year 2028 Analysis Period 1> 8:00 Intersection Robertson / Clifton File Name 06AM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 11 36 56 36 89 33 22 592 108 15 670 24 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 5.9 7.8
Green Extension Time ( g e ), s 0.6 0.6 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 114 176 682 120 411 377 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1684 1699 1817 1610 1828 1681 Queue Service Time ( g s ), s 0.0 0.0 4.0 3.6 0.0 13.0
Cycle Queue Clearance Time ( g c ), s 3.9 5.8 26.2 3.6 12.7 13.0 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 699 710 950 805 956 840
Volume-to-Capacity Ratio ( X ) 0.164 0.247 0.718 0.149 0.430 0.449 Back of Queue ( Q ), ft/ln ( 95 th percentile) 69.9 110.8 442.4 61.2 235.2 222.8 Back of Queue ( Q ), veh/ln ( 95 th percentile) 2.8 4.4 17.4 2.4 9.4 8.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.0 18.6 17.7 12.2 14.4 14.5 Incremental Delay ( d 2 ), s/veh 0.0 0.1 4.7 0.4 1.4 1.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.0 18.7 22.4 12.5 15.8 16.2 Level of Service (LOS) B B C B B B
Approach Delay, s/veh / LOS 18.0 B 18.7 B 20.9 C 16.0 B Intersection Delay, s/veh / LOS 18.5 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.68 A 0.78 A 1.81 B 1.14 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 12:27:31 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Fut w/Proj - AM PHF 0.90 Urban Street Robertson Boulevard Analysis Year 2028 Analysis Period 1> 8:00 Intersection Robertson / Clifton File Name 06AM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 11 36 65 36 89 33 25 593 108 15 672 24 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 6.3 7.8
Green Extension Time ( g e ), s 0.6 0.6 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 124 176 687 120 412 378 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1680 1695 1806 1610 1828 1681 Queue Service Time ( g s ), s 0.0 0.0 5.9 3.6 0.0 13.1
Cycle Queue Clearance Time ( g c ), s 4.3 5.8 26.7 3.6 12.7 13.1 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 697 708 945 805 956 840
Volume-to-Capacity Ratio ( X ) 0.178 0.248 0.727 0.149 0.431 0.450 Back of Queue ( Q ), ft/ln ( 95 th percentile) 76.5 110.8 447.9 61.2 236.1 223.3 Back of Queue ( Q ), veh/ln ( 95 th percentile) 3.1 4.4 17.6 2.4 9.4 8.9 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 18.1 18.6 17.8 12.2 14.4 14.5 Incremental Delay ( d 2 ), s/veh 0.0 0.1 4.9 0.4 1.4 1.7 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 18.2 18.7 22.7 12.5 15.8 16.3 Level of Service (LOS) B B C B B B
Approach Delay, s/veh / LOS 18.2 B 18.7 B 21.2 C 16.0 B Intersection Delay, s/veh / LOS 18.6 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.69 A 0.78 A 1.82 B 1.14 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 3:31:18 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Existing - PM PHF 0.95 Urban Street Robertson Boulevard Analysis Year 2025 Analysis Period 1> 17:00 Intersection Robertson / Clifton File Name 06PM - Existing.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 22 185 76 32 72 19 34 461 173 14 644 14 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 12.8 6.1
Green Extension Time ( g e ), s 0.9 0.9 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 298 129 521 182 369 338 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1783 1623 1766 1610 1841 1689 Queue Service Time ( g s ), s 0.0 0.0 0.0 5.7 0.0 11.3
Cycle Queue Clearance Time ( g c ), s 10.8 4.1 17.4 5.7 11.1 11.3 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 737 681 926 805 962 844
Volume-to-Capacity Ratio ( X ) 0.404 0.190 0.563 0.226 0.384 0.400 Back of Queue ( Q ), ft/ln ( 95 th percentile) 200.2 79.4 312.1 97.4 211 198.9 Back of Queue ( Q ), veh/ln ( 95 th percentile) 8.0 3.2 12.3 3.9 8.4 8.0 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.1 18.1 15.6 12.7 14.0 14.1 Incremental Delay ( d 2 ), s/veh 0.1 0.0 2.5 0.7 1.2 1.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 20.2 18.1 18.1 13.3 15.2 15.5 Level of Service (LOS) C B B B B B
Approach Delay, s/veh / LOS 20.2 C 18.1 B 16.8 B 15.3 B Intersection Delay, s/veh / LOS 16.9 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.98 A 0.70 A 1.65 B 1.07 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 12:26:29 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Ex w/Proj - PM PHF 0.95 Urban Street Robertson Boulevard Analysis Year 2025 Analysis Period 1> 17:00 Intersection Robertson / Clifton File Name 06PM - Existing with Project - Scenario 1.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 22 185 83 32 72 19 39 463 173 14 645 14 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 13.2 6.1
Green Extension Time ( g e ), s 0.9 0.9 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 305 129 528 182 370 339 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1778 1620 1747 1610 1840 1689 Queue Service Time ( g s ), s 0.0 0.0 1.6 5.7 0.0 11.3
Cycle Queue Clearance Time ( g c ), s 11.2 4.1 18.0 5.7 11.1 11.3 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 735 680 916 805 962 844
Volume-to-Capacity Ratio ( X ) 0.416 0.190 0.577 0.226 0.385 0.401 Back of Queue ( Q ), ft/ln ( 95 th percentile) 204.9 79.6 318 97.4 211.3 199.1 Back of Queue ( Q ), veh/ln ( 95 th percentile) 8.2 3.2 12.5 3.9 8.5 8.0 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.2 18.1 15.7 12.7 14.0 14.1 Incremental Delay ( d 2 ), s/veh 0.1 0.0 2.6 0.7 1.2 1.4 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 20.4 18.1 18.3 13.3 15.2 15.5 Level of Service (LOS) C B B B B B
Approach Delay, s/veh / LOS 20.4 C 18.1 B 17.0 B 15.3 B Intersection Delay, s/veh / LOS 17.0 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 0.99 A 0.70 A 1.66 B 1.07 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 3:28:24 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Future - PM PHF 0.95 Urban Street Robertson Boulevard Analysis Year 2028 Analysis Period 1> 17:00 Intersection Robertson / Clifton File Name 06PM - Future Cumulative Baseline.xus Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 24 191 78 33 74 20 35 538 178 14 739 16 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 13.3 6.3
Green Extension Time ( g e ), s 0.9 1.0 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 308 134 603 187 422 387 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1619 1761 1610 1840 1689 Queue Service Time ( g s ), s 0.0 0.0 4.5 5.9 0.0 13.4
Cycle Queue Clearance Time ( g c ), s 11.3 4.3 22.1 5.9 13.1 13.4 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 736 680 923 805 962 844
Volume-to-Capacity Ratio ( X ) 0.419 0.197 0.654 0.233 0.439 0.458 Back of Queue ( Q ), ft/ln ( 95 th percentile) 206.9 82.2 375.1 100.5 242.2 228.7 Back of Queue ( Q ), veh/ln ( 95 th percentile) 8.3 3.3 14.8 4.0 9.7 9.1 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.3 18.1 16.6 12.7 14.5 14.6 Incremental Delay ( d 2 ), s/veh 0.1 0.1 3.6 0.7 1.5 1.8 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 20.4 18.2 20.2 13.4 16.0 16.4 Level of Service (LOS) C B C B B B
Approach Delay, s/veh / LOS 20.4 C 18.2 B 18.6 B 16.2 B Intersection Delay, s/veh / LOS 17.9 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 1.00 A 0.71 A 1.79 B 1.16 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 12:28:45 PM HCS Signalized Intersection Results Summary
General Information Intersection Information
Agency Linscott, Law & Greenspan Duration, h 0.250
Analyst AS Analysis Date Apr 29, 2025 Area Type Other
Jurisdiction City of Beverly Hills Time Period Fut w/Proj - PM PHF 0.95 Urban Street Robertson Boulevard Analysis Year 2028 Analysis Period 1> 17:00 Intersection Robertson / Clifton File Name 06PM - Future Cumulative with Project - Scenario … Project Description 8844 Burton Way
Demand Information EB WB NB SB
Approach Movement L T R L T R L T R L T R
Demand ( v ), veh/h 24 191 85 33 74 20 40 540 178 14 740 16 Signal Information
Green
Yellow
Red

45.0 35.0 0.0 0.0 0.0 0.0

4.0 4.0 0.0 0.0 0.0 0.0

1.0 1.0 0.0 0.0 0.0 0.0
Cycle, s 90.0 Reference Phase 2
Offset, s 0 Reference Point End
Uncoordinated No Simult. Gap E/W On
Force Mode Fixed Simult. Gap N/S On
Timer Results EBL EBT WBL WBT NBL NBT SBL SBT
Assigned Phase 8 4 6 2
Case Number 8.0 8.0 7.0 8.0
Phase Duration, s 40.0 40.0 50.0 50.0
Change Period, ( Y+R c ), s 5.0 5.0 5.0 5.0
Max Allow Headway ( MAH ), s 3.3 3.3 0.0 0.0
Queue Clearance Time ( g s ), s 13.6 6.3
Green Extension Time ( g e ), s 1.0 1.0 0.0 0.0
Phase Call Probability 1.00 1.00
Max Out Probability 0.00 0.00
Movement Group Results EB WB NB SB
Approach Movement L T R L T R L T R L T R
Assigned Movement 3 8 18 7 4 14 1 6 16 5 2 12
Adjusted Flow Rate ( v ), veh/h 316 134 611 187 423 388 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1776 1616 1741 1610 1840 1689 Queue Service Time ( g s ), s 0.0 0.0 6.9 5.9 0.0 13.4
Cycle Queue Clearance Time ( g c ), s 11.6 4.3 22.9 5.9 13.2 13.4 Green Ratio ( g/C ) 0.39 0.39 0.50 0.50 0.50 0.50
Capacity ( c ), veh/h 734 679 913 805 962 844
Volume-to-Capacity Ratio ( X ) 0.430 0.197 0.668 0.233 0.440 0.459 Back of Queue ( Q ), ft/ln ( 95 th percentile) 211.7 82.2 383.2 100.5 242.4 229 Back of Queue ( Q ), veh/ln ( 95 th percentile) 8.5 3.3 15.1 4.0 9.7 9.2 Queue Storage Ratio ( RQ ) ( 95 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 20.4 18.1 16.8 12.7 14.5 14.6 Incremental Delay ( d 2 ), s/veh 0.1 0.1 3.9 0.7 1.5 1.8 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 20.5 18.2 20.6 13.4 16.0 16.4 Level of Service (LOS) C B C B B B
Approach Delay, s/veh / LOS 20.5 C 18.2 B 18.9 B 16.2 B Intersection Delay, s/veh / LOS 18.1 B
Multimodal Results EB WB NB SB
Pedestrian LOS Score / LOS 2.13 B 1.94 B 1.71 B 1.71 B
Bicycle LOS Score / LOS 1.01 A 0.71 A 1.80 B 1.16 A
Copyright © 2025 University of Florida, All Rights Reserved. HCS™ Streets Version 2023 Generated: 4/29/2025 3:33:22 PM LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 1-25-4679-1 8844 Burton Way
O:\JOB_FILE\4679\report\4679-Appendix Covers.docx

APPENDIX D

HCM AND LEVELS OF SERVICE EXPLANATION
SCENARIO 2 HCM DATA WORKSHEETS – WEEKDAY AM AND PM

PEAK HOURS

LOS A describes operations with very low control delay, up to 10 seconds per vehicle.

LOS B describes operations with control delay greater than 10 and up to 15 seconds per vehicle.

LOS C describes operations with control delay greater than 15 and up to 25 seconds per vehicle.

LOS D describes operations with control delay greater than 25 and up to 35 seconds per vehicle.

LOS E describes operations with control delay greater than 35 and up to 50 seconds per vehicle.

Beverly Hills City CouncilMarch 24, 2026

Beverly Hills City Council
March 24, 2026