Item G-1 Agenda Report — Beverly Hills City Council, November 7, 2023 (part 1 of 2)

AGENDA REPORT
Meeting Date: November 7, 2023
Item Number:

To: Honorable Mayor & City Council
From: Daren Grilley, Assistant Director of Public Works/City Engineer Christine Chung, Project Manager
Subject: METRO PURPLE LINE SECTION 2 – REQUEST TO IMPLEMENT FULL CLOSURE OF SOUTH CAÑON DRIVE TO FACILITATE

APPENDAGE STRUCTURE CONSTRUCTION
Attachments: 1. Wilshire Rodeo Station Appendage Traffic Study

2. Stakeholder Comments

RECOMMENDATION
Staff recommends that City Council move to approve the request by the Los Angeles County Metropolitan Transportation Authority (Metro) to temporarily fully close South Cañon Drive at Wilshire Boulevard to safely accommodate the construction of an underground appendage structure for the Purple (D) Line Section 2 subway station for approximately three months until the first quarter of 2024, with recommended mitigation measures to protect nearby residents.

INTRODUCTION
As part of Section 2 of the Metro Purple Line Extension subway project, multiple appendage structures are located adjacent to the station and provide vital functions of the station, such as emergency exits, utility rooms, ventilation shafts, entrance and exit structures for maintenance, and more. The largest appendage structures are located at South Beverly Drive and at South Cañon Drive.

Concrete deck panels on South Beverly Drive were installed in late August 2023 and piling was completed on South Cañon Drive in October 2023. Excavation and construction of the appendage structures at South Beverly Drive and South Cañon Drive will be completed in Spring 2024.

BEVERLY
HILLS
-~
Meeting Date: November 7, 2023

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As required by the Memorandum of Agreement (MOA) Article XII for traffic control changes, Metro seeks City Council approval to fully close South Cañon Drive from Wilshire Boulevard about 150 feet south for approximately three months to expedite the construction period and facilitate safe construction of the appendage structure to minimize impacts on the surrounding businesses and residents.

DISCUSSION
Existing Site and MOA Conditions
The appendage on South Cañon Drive is the second largest structure currently under construction on a 30-foot-wide street from Wilshire Boulevard about 150 feet south.

South Cañon Drive near Wilshire Boulevard includes an active entrance and driveway to East West Bank on the east side, a driveway to the Rolex Building and commercial loading zone on the west side, and a one-way alley as the primary path for deliveries and valet to surrounding businesses. Also, residential apartments and condos are located just south of the alley, and multiple hotels are on the adjacent side streets.

The MOA includes the following conditions for the work site and proposed work.  Article XII requires a minimum of one lane in each direction to be open for residential streets unless varied by a City-approved Worksite Traffic Control Plan that protects the surrounding residential and business neighborhoods.  Article XIII allows deck panel installation with full closure of South Cañon Drive over the weekends only, from Friday 8:00 p.m. to Monday 7:00 a.m.  Article XIII provides possible options to work 24/7 for excavation and delivery of material through deck panels if the noise control requirements are met.

Justification for Full Closure
The appendage construction involves deck panel installation, excavation, shoring, utility maintenance, concrete placement, mechanical, electrical, and plumbing connections, hauling, backfill, removal of shoring, deck panel removal, and surface restoration.

Heavy equipment, including cranes, excavators, concrete pump trucks, and hauling trucks, is required for the decking, excavation, and appendage structure installation.

There is insufficient space on South Cañon Drive to safely stage and operate the equipment while meeting the MOA condition that one lane remains open for two-way traffic. The proposed full closure of South Cañon Drive, similar to the full closure of South Reeves Drive in August 2020, would allow the work to be performed safely and would also reduce the duration of the inconvenience to residents and businesses by an estimated two to three months.

Metro plans to complete decking, excavation, and appendage structure construction over three months starting in early 2024. If not completed within the approved threemonth closure, the remaining appendage work would continue with one lane open for two-way traffic, or full street closure on weekends for deck removals only, per the MOA.

The decking, excavation, and appendage structure construction work hours would follow the hours outlined in the MOA for work behind concrete K-rail; however, work would end one hour earlier to avoid noise impacts. Workdays would be seven days a week with work hours of 8 a.m. to 8 p.m. with breakdown, cleanup, and other quiet activities to occur between 8 p.m. and 11 p.m. These work hours would prevent heavy construction noise at night for the residential area south of the alley near the work site.

Meeting Date: November 7, 2023

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Traffic Impacts of Full Closure
A peer-reviewed traffic study was completed to evaluate the potential traffic impacts of a 12-week full closure of South Cañon Drive (Attachment A). The study considered morning and afternoon peak hour impacts of the proposed closure, along with the existing temporary closure of North Cañon Drive and concurrent Metro construction activities.

For the 13 intersections studied, the proposed closure would cause minimal travel delay changes (typically 0.1 to 0.3 seconds in the AM and 0.1 to 0.6 seconds in the PM) with the greatest increases at Wilshire Boulevard/Beverly Drive (4.3 seconds in the AM peak and 1.2 seconds in the PM peak) and at Wilshire Boulevard/Crescent Drive (0.4 seconds in the AM and 1.4 seconds in the PM). During the closure, delays at Wilshire Boulevard/Cañon Drive will be reduced by 2.5 to 6.3 seconds.

Peak period traffic volumes (existing and with closure) along Charleville Boulevard, Reeves Drive and Crescent Drive are summarized in the table below.

Traffic Volumes – Existing and With Proposed Closure
AM Peak Hour PM Peak Hour
Street Segment
Existing
cars/hr
w/Closure
cars/hr
Increase
cars/hr(%)
Existing
cars/hr
w/Closure
cars/hr
Increase
cars/hr(%)
Charleville (Beverly
to Crescent) 266 281 15 (6%) 487 513 26 (5%)
Reeves (Wilshire to
Charleville) 50 54 4 (8%) 151 158 7 (5%)
Crescent (Wilshire
to Charleville) 233 256 23 (10%) 463 483 20 (4%)
With nominal changes in queuing at adjacent intersections, the study verifies minimal impact on the adjacent residential and arterial intersections and traffic operating conditions.

Mitigation Measures
Based on the challenging site conditions and proximity of residential areas and business entrances, Metro would incorporate the following supplemental mitigation measures into their project as part of this approval along with all MOA-required measures. The Independent Compliance Monitor (ICM) will be onsite to oversee construction activities and verify compliance with the MOA, permit, and approval conditions.  Limit noisy work activities between 8 a.m. and 8 p.m. rather than working late night hours allowed per the MOA.
 Install a temporary 16-foot-tall sound barrier at the south side of the closure, which is 10 feet taller than the typical 8-foot fence with sound blankets adequate for the proposed activities.
 Relocate the commercial loading zone to Wilshire Boulevard and coordinate with the businesses for deliveries at the relocated loading zone during closure.  Install detour signs, public informational graphics, and wayfinding around the closure and sidewalk barriers.
 Maintain sidewalk, alley, garage, and parking lot access to adjacent businesses at all times.
 Deploy traffic control officers as needed to facilitate traffic flow.

Meeting Date: November 7, 2023

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City Council Ad Hoc
On September 21, 2023, the Metro Ad Hoc Committee, which includes Vice Mayor Friedman and Councilmember Bosse, was informed of Metro’s request. Based on the proposed mitigation measures to protect the nearby residential area and Metro’s commitment to minimal interruptions to the adjacent businesses, the Ad Hoc Committee concurred with staff to recommend Metro’s request during the City Council meeting scheduled for November 7, 2023.

COMMUNITY ENGAGEMENT
City and Metro staff completed the following community outreach to inform businesses and residents of the proposed full closure of South Cañon Drive for up to three months to facilitate the appendage construction.
 Metro discussed the closure during the Monthly Community Meetings on April 12, May 3, June 7 (in-person meeting), July 12, August 9, September 6 (in-person), and October 4. No objection was received.
 Metro informed Monthly Chamber of Commerce Stakeholder Meetings on April 12, May 10, June 14, July 12, August 9, September 13, and October 11. East West Bank questioned regarding access for bank patrons and employees, and staff confirmed that access to their entrance and driveway will be maintained during business hours. Staff also shared that public information graphics will be maintained around the proposed enclosure by Metro. No objection was received.  One-on-one contacts were made with the stakeholders and businesses near South Cañon Drive between September 15 and September 18, 2023. Some of the key stakeholders include East West Bank, Rolex Building, Sixty Hotel, and Ferrari Beverly Hills. Rolex Building and East West Bank support the temporary full closure as long as access to their building parking, entrances, and alley is maintained from both Wilshire Boulevard and South Cañon Drive (Attachment B).

No objection was received.
 City staff informed the Southwest Beverly Hills Homeowners Association of the temporary full closure proposal on May 31, 2023. No objection was received.  General notices were hand-delivered the first week of July 2023, August 2023, and September 2023 to approximately 5,400 residents, businesses, and property owners bounded by Burton Way, Olympic Boulevard, Robertson Boulevard, and South Santa Monica Boulevard. Staff received questions regarding access for bank patrons and employees. No comments were received.
 A specific notice was distributed on October 19, 2023, with the details of the proposed closure and the City Council meeting date. Metro will distribute a second notice before the full closure implementation on South Cañon Drive.  On October 20, 2023, City staff had 3,000 notices hand-delivered to residents and businesses regarding the City Council item and date. The notice was distributed to the area bounded by Camden Drive, Dayton Way, North Cañon Drive, South Santa Monica Boulevard, Rexford Drive, and Olympic Boulevard.

Meeting Date: November 7, 2023

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The City and Metro also updated the project websites with the proposed phases of work.

Near the start of appendage work, GPS applications will properly reflect the street closures. Before implementing the full closure, Metro will distribute an updated public notice with additional closure details and detour routes for pedestrians and drivers.

Outreach efforts will be ongoing throughout the work. Staff will continue monitoring phone, email, and social media to mitigate community concerns.

FISCAL IMPACT
There is no direct fiscal impact associated with approving this request. All staff and consultant costs will be reimbursed by Metro per the MOA.

Shana Epstein,
Director of Public Works
Approved By
Attachment 1
Technical Memorandum
1 TO: City of Beverly Hills, Los Angeles Metro
CC: WSP
FROM: Intueor Consulting, Inc.

DATE: August 21, 2023
SUBJECT: Wilshire Rodeo Station (WRS) South Beverly Drive Appendage Traffic Impact Evaluation This technical memorandum presents an assessment of traffic operations due to reducing South Beverly Drive to one lane in each direction 24 hours per day, 7 days per week during excavation operations for the South Beverly Drive appendage structures at the Wilshire Rodeo Station. The traffic impact evaluation will assess operating conditions at the intersection of Beverly Drive and Wilshire Boulevard, as well as the adjacent intersections. The construction activity will include the North Canon Drive soundwall closure, which is evaluated as an existing condition in the analysis, along with a 12‐week full closure of South Canon Drive for the appendage construction. These activities will be evaluated under two scenarios: (1) simultaneous and (2) sequential closures of South Canon Drive and reduced lanes on Beverly Drive. The proposed study alternatives are as follows:
 Existing Conditions (which includes the North Cannon Drive soundwall closure and current construction activity)
 Simultaneous reduction of lanes on Beverly Drive and Closure of South Canon Drive (Alternative 1)  Reduction of lanes on Beverly Drive only condition (Alternative 2)  Closure of South Canon Drive only condition (Alternative 3)

1.0 STUDY AREA
This traffic analysis evaluates the operation of thirteen (13) study area intersections as potentially being affected during the proposed excavation activity. The study intersections are located in the vicinity of the Wilshire Rodeo Station area, within the City of Beverly Hills. The selected study intersections, which were reviewed and concurred by the City of Beverly Hills and Metro, are listed below:

1. El Camino Drive and Wilshire Boulevard

2. Beverly Drive and Wilshire Boulevard

3. Reeves Drive and Wilshire Boulevard

4. Canon Drive and Wilshire Boulevard

5. Crescent Drive and Wilshire Boulevard

6. El Camino Drive and Charleville Boulevard

7. Beverly Drive and Charleville Boulevard

8. Reeves Drive and Charleville Boulevard

9. Canon Drive and Charleville Boulevard

10. Crescent Drive and Charleville Boulevard

11. Beverly Drive and Dayton Way

12. Canon Drive and Daytron Way

13. Crescent Drive and Dayton Way
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Technical Memorandum
2 2.0 INTERSECTION OPERATIONAL ANALYSIS
Intersection operational analysis for signalized and unsignalized intersections was performed based on delay values using the Transportation Research Board Highway Capacity Manual (HCM) 6th Edition methodology. In instances where the HCM 6th Edition methodology wasn't applicable, such as intersections with non‐NEMA phasing or exclusive pedestrian phasing, the HCM 2000 methodology was utilized. The delay values are calculated using the control delay (in seconds) per approaching vehicle. The level of service (LOS) definitions for signalized and unsignalized intersections are presented in Table 1 and Table 2, respectively. The Synchro software version 11.1 was used to analyze peak hour intersection traffic operating conditions. This is a widely accepted tool used to calculate LOS based on the delay methodology presented in the HCM, which is the industry standard for analyzing traffic intersection operating conditions.

The intersection operational analysis utilized existing traffic signal timing plans, which were obtained from the City of Beverly Hills.

Table 1: Signalized Intersections – LOS Definitions
LOS Control Delay
(seconds/vehicle) Definition
A ≤ 10.0 EXCELLENT. No vehicle waits longer than one red light and none of the approach signal phases are fully used.

B > 10.0 and ≤ 20.0
VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feel somewhat restricted within
groups of vehicles.

C > 20.0 and ≤ 35.0
GOOD. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning
vehicles.

D > 35.0 and ≤ 55.0
FAIR. Delays may be substantial during portions of the peak hours, but enough lower volume periods occur to permit
clearing of developing lines, preventing excessive backups.

E > 55.0 and ≤ 80.0
POOR. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles
through several signal cycles.

F > 80
FAILURE. Backups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Tremendous delays with
continuously increasing queue lengths.

Source: Highway Capacity Manual 6th Edition
Table 2: Unsignalized Intersections – LOS Definitions
LOS Control Delay
(seconds/vehicle)
A ≤ 10.0
B > 10.0 and ≤ 15.0
C > 15.0 and ≤ 25.0
D > 25.0 and ≤ 35.0
E > 35.0 and ≤ 50.0
F > 50
Source: Highway Capacity Manual 6th Edition
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Technical Memorandum
3 Furthermore, a queuing analysis was performed at each intersection location with left turn pocket lanes. The purpose of this evaluation is to determine if there is adequate storage available or if the vehicular queues will spill back and potentially impact the adjacent through lanes. The queue lengths were estimated using Synchro software version 11.1, which reports the 95th percentile queue lengths per lane. Synchro generates reports that highlight queues using symbols such as ‘~’and ‘#’. The ‘~’ symbol indicates that a movement operates beyond its capacity, implying that the queue length might be greater than reported, potentially leading to adjacent lane or intersection blockages. On the other hand, the ‘#’ symbol denotes that the 95th percentile volume exceeds capacity, suggesting the likelihood of longer queues. Additionally, Synchro might underestimate queues influenced by upstream metering, which are indicated by the 'm' symbol. This indicates that the number of vehicles approaching the intersection could be limited due to increased queue formation at the upstream signal.

3.0 EXISTING VOLUMES
In order to evaluate peak hour intersection traffic conditions, manual AM and PM peak period turning movement counts were collected at the study intersections. The traffic counts were conducted on Wednesday, June 21, 2023 (a representative weekday) and included bicycles and pedestrians. In addition, vehicle classification counts were collected at the study intersections along Wilshire Boulevard and Beverly Drive. The analysis incorporated the percentage of trucks from the counts and set a conservative minimum threshold of 2% heavy vehicles at intersection locations where the percentage of truck traffic was less than 2%. The location and existing lane configuration for each study intersection is shown in Figure 1. The results of the AM and PM peak hour intersection turning movement traffic volume counts are presented in Figure

2. The detailed turning movement traffic count data sheets, including bicycles and pedestrian information are included in Appendix A.

4.0 EXISTING TRAFFIC CONDITIONS
An intersection operations analysis using the previously described methodologies for signalized and unsignalized intersections was conducted to evaluate existing operating conditions for the study intersections. As noted earlier, the North Cannon Drive soundwall closure along with current ongoing construction activities are considered part of the existing conditions lane and intersection configurations. The results of the intersection LOS analysis are summarized in Table 3. The detailed LOS calculation worksheets are included in Appendix B. An examination of the data in Table 3 indicates that all study intersections are currently operating at LOS D or better.

Furthermore, a queuing analysis was performed for the intersection left‐turn lanes. The purpose of this evaluation is to determine if there is adequate lane storage available or if the vehicular queues will spill back and potentially impact the adjacent through lanes. The queue lengths were estimated using Synchro software version 11.1, which reports the 95th percentile queue lengths per lane in feet. The results of the existing conditions queuing analysis are summarized in Table 4. The detailed queue worksheets are presented in Appendix C.

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NOT TO SCALE
Figure 1
Existing Intersection Lane Configuration
WRS Station Area
`
Dayton Way
Wilshire
Boulevard
Charleville
Boulevard
El Camino
Drive
Beverly Drive
Canon Drive
Crescent Drive
Reeves
Drive
t
t +- +- +- +- +-
+- +- +- +- +-
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'V 'V
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11 '11'! 12 '12'! 13 '13'!
1 '1'! 2 '2'! 3 '3'! 4 '4'! 5 '5'!
6 '6'! 7 '7'! 8 '8'! 9 '9'! 10 '10'!
11 (28)
135 (138) 86 (92) 123 (147) 114 (86)
(189)
(29)
42 (27) 35 (61) 22 (25)
(22)
(15)
12 103(8) 14 21(932) 411
(28)
(25)
(5)
(59)
17 65
10 (52)
(95)
(85)
(44)
(595)
(53)
(42)
(109)
400 72
416
40(14)
(61) 38
(954) 480 45(855)
(62) 48
901 (594)
12 (17) 16 (16)
117 (139)
766 (663) 755 (537) 985 (736) 978 (737)
(236)
(218)
24 (25) 77 (81)
88 136
11 202
15 (163)
(521)
(140)
(374) 81 142 44
7 (167) 36 (67) 31(147) 38 (149) 26 (95) 38
(300)
(40)
49 (80) 97 (40)
30 208
14 (5)
(87)
(13)
(507)
(102)
(131)
(130)
(38)
(14)
(19)
(18)
(6)
(16)
(61)
(52)
(58)
(18)
(11)
(445)
(68)
10 (6) 12 (8)
(12) 5 (108) 51 (42) 20
21 (21) 38 (60) 11 (20)
9 13
6 36
63 9
9 (19)137 (163)
(27)
26 20
10 48
342
39 13
6 3
(72)
(48)
(18)
(141)
(99)
(45)
(367)
(85)
(20) 9
28 (3) 2 (932) 426 (976) 434
88 (59) 106 (105)
(88) 49
(32)
(344)
(26)
56 301
86 (468)
(158)
(159)
(50)
(133) 69 354
87(389) (333) 62
36 (25)67 (39)
22 (28)
371
51 59
47 (31) 17 (50) 31 (31) 14 (13) 5 (44) 23
(227) 86 5
112
39(180) 49 72
504
38(249) 80 12
23 20(259) 89 12
(16) 13
6 19
7(210) 80 6
86 (5) 2
N

NOT TO SCALE
Figure 2
Existing Weekday AM(PM) Peak Hour Traffic Volumes
WRS Station Area
Dayton Way
Beverly Drive
Canon Drive
Crescent Drive
El Camino
Drive
Wilshire
Boulevard
Charleville
Boulevard
Reeves
Drive
t
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Technical Memorandum
6 Table 3: Existing Intersection LOS Analysis
# Intersection Traffic Control
AM Peak Hour PM Peak Hour
Delay1 LOS Delay1 LOS
1 El Camino Drive and Wilshire Boulevard Signalized 9.1 A 7.3 A 2 Beverly Drive and Wilshire Boulevard Signalized 27.1 C 29.0 C 3 Reeves Drive and Wilshire Boulevard 1‐Way Stop 11.9 B 17.5 C 4 Canon Drive and Wilshire Boulevard Signalized 2.6 A 6.4 A 5 Crescent Drive and Wilshire Boulevard Signalized 19.9 B 42.2 D 6 El Camino Drive and Charleville Boulevard 4‐Way Stop 9.8 A 12.1 B 7 Beverly Drive and Charleville Boulevard Signalized 28.2 C 51.3 D 8 Reeves Drive and Charleville Boulevard 4‐Way Stop 8.2 A 9.7 A 9 Canon Drive and Charleville Boulevard 4‐Way Stop 8.2 A 9.7 A 10 Crescent Drive and Charleville Boulevard 4‐Way Stop 8.8 A 11.6 B 11 Beverly Drive and Dayton Way Signalized 7.0 A 12.3 B 12 Canon Drive and Dayton Way Signalized 20.6 C 36.3 D 13 Crescent Drive and Dayton Way Signalized 12.1 B 13.6 B 1 Control delay in seconds per vehicle (sec/veh)
Table 4: Existing Intersection Queuing Analysis
# Intersection Movt.

Available
Storage
(ft)
AM Peak Hour PM Peak Hour
Queue1
(ft)
Adequate
Storage?
Queue1
(ft)
Adequate
Storage?
1 El Camino Drive and Wilshire Boulevard WBL 50 54 No 64 No 2 Beverly Drive and Wilshire Boulevard
EBL 110 31 Yes 76 Yes
WBL 185 11 Yes 78 Yes
NBL 75 146 No 87 No
4 Canon Drive and Wilshire Boulevard WBL 85 23 Yes 32 Yes 5 Crescent Drive and Wilshire Boulevard
EBL 80 91 No 142 No
WBL 155 35 Yes 34 Yes
NBL 85 24 Yes 29 Yes
SBL 560 146 Yes 291 Yes
7 Beverly Drive and Charleville Boulevard NBL 70 24 Yes 25 Yes SBL 60 15 Yes 24 Yes
11 Beverly Drive and Dayton Way SEL 90 14 Yes 61 Yes 12 Canon Drive and Dayton Way NEL 310 27 Yes 104 Yes 1 95th percentile queue length

5.0 TRAFFIC CONDITIONS DURING CONSTRUCTION ACTIVITIES
This section presents an evaluation of traffic operations at the intersections surrounding the Wilshire Rodeo Station area, during the morning and afternoon peak periods, due to the proposed traffic control strategy being implemented during excavation for the construction of the South Beverly Drive appendage structures.

The construction activity is anticipated to be predominantly taking place in 2023. As previously discussed, the construction activity is anticipated to require three main traffic control alternatives. It should be noted that the hauling of construction materials and construction truck activity due to the excavation of the appendages is anticipated to take place outside the AM and PM peak periods. As a result, existing truck percentages from the counts were incorporated in the construction traffic evaluation. •••
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Technical Memorandum
7 5.1 ALTERNATIVE 1 TRAFFIC CONDITIONS
As a result of the size of the work area during this alternative, Beverly Drive at Wilshire will be reduced to one through lane and one right‐turn lane in both directions. Furthermore, South Canon Drive at Wilshire Boulevard will be closed, including the existing westbound left‐turn lane on Wilshire Boulevard.

Due to the closure of the northbound left‐turn lane at the Beverly Drive and Wilshire Boulevard intersection, it is expected that traffic will seek Charleville Boulevard as an alternative route. Additionally, the closure of South Canon Drive will reroute traffic towards Reeves Drive, Crescent Drive, and Charleville Boulevard. The Alternative 1 intersection AM and PM peak hour turning movement traffic volumes are shown in Figure 3.

As a result of the closure of the northbound left‐turn lane at the Beverly Drive and Wilshire Boulevard intersection, the green time dedicated for the northbound left‐turn movement was allocated to the southbound movement.

An intersection operations analysis using the previously described methodologies for signalized and unsignalized intersections was conducted to evaluate Alternative 1 operating conditions for the study intersections. The results of the intersection LOS analysis are summarized in Table 5. The detailed LOS calculation worksheets are included in Appendix B. An examination of the data in Table 5 indicates that all study intersections are anticipated to operate at LOS D or better.

Furthermore, a queuing analysis was performed for the intersection left‐turn lanes. The purpose of this evaluation is to determine if there is adequate lane storage available or if the vehicular queues will spill back and potentially impact the adjacent through lanes. The queue lengths were estimated using Synchro software version 11.1, which reports the 95th percentile queue lengths per lane in feet. The results of the existing conditions queuing analysis are summarized in Table 6. The detailed queue worksheets are presented in Appendix C.

•••
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11 '11'! 12 '12'! 13 '13'!
1 '1'! 2 '2'! 3 '3'! 4 '4'! 5 '5'!
6 '6'! 7 '7'! 8 '8'! 9 '9'! 10 '10'!
6 19
7(210) 80 6
86 (5) 2
12 23
20(259) 89 12
(20) 20
49 136
440
38(249) 80
(13) 5 (92) 44
(223) 82 5
112
39(180)
(31) 17 (46) 27 (31) 14
371
51 59
47 22 (28) 36 (25)
67 (39)
(133) 69 354
87(389) (333) 62
(468)
(158)
(159)
(50)
(32)
(344)
(26)
56 301
85 (976) 434
88 (59) 106 (105)
(88) 49
28 (3) 2 (928) 418
(99)
(367)
(85)
(72)
(18)
(144)
(27)
26 20
10 48
342
39 13
6 7
27 3
6 48
63 9
15 (28)140 (167)
21 (21) 38 (60) 11 (20) 13 (10) 12 (8)
(12) 5 (108) 51 (42) 20
(16)
(61)
(52)
(94)
(409)
(68)
(14)
(19)
(18)
(6)
(18)
(11)
(5)
(87)
(13)
(507)
(102)
(131)
(130)
(38)
(300)
(40)
49 (80) 97 (40)
30 208
14 (147) 38 (149) 26 (95) 38(374) 81 142 44
7 (167) 36 (67) 31
11 202
15 (163)
(521)
(137)
(242)
(218)
24 (25) 77 (81)
89 136
117 (139)
694 (618) 755 (537) 985 (736) 978 (737) 890 (584)
27 (30)
(58) 36
(954) 480 45(855)
(62) 48 (109)
400 416
40(28) 25
65 19
(52)
(95)
(85)
(44)
(595)
(53)
(42)
(24)
(17)
(53)
(76)
(20) 9
12 105(887) 411
(189)
(29)
42 (27) 31 (55) 22 (25)
(22)
(22)
11 (28)
206 (193) 93 (101) 126 (151) 114 (86)
N

NOT TO SCALE
Figure 3
Alternative 1 Weekday AM(PM) Peak Hour Traffic Volumes
WRS Station Area
Dayton Way
Beverly Drive
Canon Drive
Crescent Drive
El Camino
Drive
Wilshire
Boulevard
Charleville
Boulevard
Reeves
Drive
t
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Technical Memorandum
9 Table 5: Alternative 1 Intersection LOS Analysis
# Intersection Traffic Control
AM Peak Hour PM Peak Hour
Delay1 LOS Delay1 LOS
1 El Camino Drive and Wilshire Boulevard Signalized 9.1 A 7.3 A 2 Beverly Drive and Wilshire Boulevard Signalized 28.4 C 31.3 C 3 Reeves Drive and Wilshire Boulevard 1‐Way Stop 11.9 B 17.6 C 4 Canon Drive and Wilshire Boulevard Signalized 0.1 A 0.1 A 5 Crescent Drive and Wilshire Boulevard Signalized 20.3 C 43.6 D 6 El Camino Drive and Charleville Boulevard 4‐Way Stop 11.0 B 12.8 B 7 Beverly Drive and Charleville Boulevard Signalized 27.5 C 47.4 D 8 Reeves Drive and Charleville Boulevard 4‐Way Stop 8.3 A 9.8 A 9 Canon Drive and Charleville Boulevard 4‐Way Stop 8.3 A 10.2 B 10 Crescent Drive and Charleville Boulevard 4‐Way Stop 9.0 A 12.8 B 11 Beverly Drive and Dayton Way Signalized 6.9 A 12.2 B 12 Canon Drive and Dayton Way Signalized 20.6 C 36.3 D 13 Crescent Drive and Dayton Way Signalized 12.1 B 13.6 B 1 Control delay in seconds per vehicle (sec/veh)
Table 6: Alternative 1 Intersection Queuing Analysis
# Intersection Movt.

Available
Storage
(ft)
AM Peak Hour PM Peak Hour
Queue1
(ft)
Adequate
Storage?
Queue1
(ft)
Adequate
Storage?
1 El Camino Drive and Wilshire Boulevard WBL 50 81 No 65 No 2 Beverly Drive and Wilshire Boulevard
EBL 110 37 Yes 76 Yes
WBL 185 46 Yes 73 Yes
5 Crescent Drive and Wilshire Boulevard
EBL 80 87 No 125 No
WBL 155 61 Yes 68 Yes
NBL 85 24 Yes 29 Yes
SBL 560 148 Yes 293 Yes
7 Beverly Drive and Charleville Boulevard NBL 70 42 Yes 36 Yes SBL 60 15 Yes 23 Yes
11 Beverly Drive and Dayton Way SEL 90 14 Yes 61 Yes 12 Canon Drive and Dayton Way NEL 310 27 Yes 104 Yes 1 95th percentile queue length
•••
0 •• •
lntueor
maxim izing value
Technical Memorandum
10 5.2 ALTERNATIVE 2 TRAFFIC CONDITIONS
As a result of the size of the work area during this alternative, Beverly Drive at Wilshire will be reduced to one through lane and one right‐turn lane in both directions. Due to the closure of the northbound left‐turn lane at the Beverly Drive and Wilshire Boulevard intersection, it is expected that traffic will seek Charleville Boulevard as an alternative route. The Alternative 2 intersection AM and PM peak hour turning movement traffic volumes are shown in Figure 4.

An intersection operations analysis using the previously described methodologies for signalized and unsignalized intersections was conducted to evaluate Alternative 2 operating conditions for the study intersections. The results of the intersection LOS analysis are summarized in Table 7. The detailed LOS calculation worksheets are included in Appendix B. An examination of the data in Table 7 indicates that all study intersections are anticipated to operate at LOS D or better.

Furthermore, a queuing analysis was performed for the intersection left‐turn lanes. The purpose of this evaluation is to determine if there is adequate lane storage available or if the vehicular queues will spill back and potentially impact the adjacent through lanes. The queue lengths were estimated using Synchro software version 11.1, which reports the 95th percentile queue lengths per lane in feet. The results of the existing conditions queuing analysis are summarized in Table 8. The detailed queue worksheets are presented in Appendix C.

•••
0 •• •
lntueor
maxim izing value
11 '11'! 12 '12'! 13 '13'!
1 '1'! 2 '2'! 3 '3'! 4 '4'! 5 '5'!
6 '6'! 7 '7'! 8 '8'! 9 '9'! 10 '10'!
6 19
7(210) 80 6
86 (5) 2
12 23
20(259) 89 12
(16) 13
49 136
440
38(249) 80
(13) 5 (44) 23
(223) 82 5
112
39(180)
(31) 17 (50) 27 (31) 14
371
51 59
47 22 (28) 36 (25)
67 (39)
(133) 69 354
87(389) (333) 62
(468)
(158)
(159)
(50)
(32)
(344)
(26)
56 301
86 (976) 434
88 (59) 106 (105)
(88) 49
28 (3) 2 (932) 426
(99)
(367)
(85)
(72)
(48)
(18)
(141)
(27)
26 20
10 48
342
39 13
6 3
9 13
6 36
63 9
9 (19)137 (163)
21 (21) 38 (60) 11 (20) 10 (6) 12 (8)
(12) 5 (108) 51 (42) 20
(16)
(61)
(52)
(94)
(409)
(68)
(14)
(19)
(18)
(6)
(18)
(11)
(5)
(87)
(13)
(507)
(102)
(131)
(130)
(38)
(300)
(40)
49 (80) 97 (40)
30 208
14 (147) 38 (149) 26 (95) 38(374) 81 142 44
7 (167) 36 (67) 31
11 202
15 (163)
(521)
(140)
(236)
(218)
24 (25) 77 (81)
88 136
117 (139)
694 (618) 755 (537) 985 (736) 978 (737) 901 (594)
12 (17) 16 (16)
(61) 38
(954) 480 45(855)
(62) 48 (109)
400 416
40(14) 17
65 10
(52)
(95)
(85)
(44)
(595)
(53)
(42)
(8) 14
(28)
(25)
(5)
(59)
(20) 9
12 103
21(932) 411
(189)
(29)
42 (27) 31 (56) 22 (25)
(22)
(15)
11 (28)
203 (179) 90 (97) 123 (147) 114 (86)
N

NOT TO SCALE
Figure 4
Alternative 2 Weekday AM(PM) Peak Hour Traffic Volumes
WRS Station Area
Dayton Way
Beverly Drive
Canon Drive
Crescent Drive
El Camino
Drive
Wilshire
Boulevard
Charleville
Boulevard
Reeves
Drive
t
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0 •• •
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Technical Memorandum
12 Table 7: Alternative 2 Intersection LOS Analysis
# Intersection Traffic Control
AM Peak Hour PM Peak Hour
Delay1 LOS Delay1 LOS
1 El Camino Drive and Wilshire Boulevard Signalized 8.9 A 7.3 A 2 Beverly Drive and Wilshire Boulevard Signalized 23.8 C 30.1 C 3 Reeves Drive and Wilshire Boulevard 1‐Way Stop 11.9 B 17.5 C 4 Canon Drive and Wilshire Boulevard Signalized 2.6 A 6.4 A 5 Crescent Drive and Wilshire Boulevard Signalized 19.9 B 42.2 D 6 El Camino Drive and Charleville Boulevard 4‐Way Stop 10.9 B 12.5 B 7 Beverly Drive and Charleville Boulevard Signalized 27.2 C 52.0 D 8 Reeves Drive and Charleville Boulevard 4‐Way Stop 8.2 A 9.7 A 9 Canon Drive and Charleville Boulevard 4‐Way Stop 8.2 A 9.7 A 10 Crescent Drive and Charleville Boulevard 4‐Way Stop 8.8 A 11.6 B 11 Beverly Drive and Dayton Way Signalized 6.9 A 12.2 B 12 Canon Drive and Dayton Way Signalized 20.6 C 36.3 D 13 Crescent Drive and Dayton Way Signalized 12.1 B 13.6 B 1 Control delay in seconds per vehicle (sec/veh)
Table 8: Alternative 2 Intersection Queuing Analysis
# Intersection Movt.

Available
Storage
(ft)
AM Peak Hour PM Peak Hour
Queue1
(ft)
Adequate
Storage?
Queue1
(ft)
Adequate
Storage?
1 El Camino Drive and Wilshire Boulevard WBL 50 81 No 62 No 2 Beverly Drive and Wilshire Boulevard
EBL 110 37 Yes 76 Yes
WBL 185 46 Yes 78 Yes
4 Canon Drive and Wilshire Boulevard WBL 85 23 Yes 32 Yes 5 Crescent Drive and Wilshire Boulevard
EBL 80 91 No 142 No
WBL 155 35 Yes 34 Yes
NBL 85 24 Yes 29 Yes
SBL 560 146 Yes 291 Yes
7 Beverly Drive and Charleville Boulevard NBL 70 42 Yes 37 Yes SBL 60 15 Yes 24 Yes
11 Beverly Drive and Dayton Way SEL 90 14 Yes 61 Yes 12 Canon Drive and Dayton Way NEL 310 27 Yes 104 Yes 1 95th percentile queue length
•••
0 •• •
lntueor
maxim izing value
Technical Memorandum
13 5.3 ALTERNATIVE 3 TRAFFIC CONDITIONS
As a result of the size of the work area during this alternative, South Canon Drive at Wilshire Boulevard will be closed, including the existing westbound left‐turn lane on Wilshire Boulevard. The closure of South Canon Drive will reroute traffic towards Reeves Drive, Crescent Drive, and Charleville Boulevard. The Alternative 3 intersection AM and PM peak hour turning movement traffic volumes are shown in Figure 5.

An intersection operations analysis using the previously described methodologies for signalized and unsignalized intersections was conducted to evaluate Alternative 3 operating conditions for the study intersections. The results of the intersection LOS analysis are summarized in Table 9. The detailed LOS calculation worksheets are included in Appendix B. An examination of the data in Table 9 indicates that all study intersections are anticipated to operate at LOS D or better.

Furthermore, a queuing analysis was performed for the intersection left‐turn lanes. The purpose of this evaluation is to determine if there is adequate lane storage available or if the vehicular queues will spill back and potentially impact the adjacent through lanes. The queue lengths were estimated using Synchro software version 11.1, which reports the 95th percentile queue lengths per lane in feet. The results of the existing conditions queuing analysis are summarized in Table 10. The detailed queue worksheets are presented in Appendix C.

6.0 SUMMARY
The results of the traffic operations analysis, for each alternative, show that intersection operating conditions will be similar to existing operations and will remain at LOS D or better. Additionally, across all alternatives, no additional left‐turn lane queues are anticipated to exceed available storage when compared to existing conditions. The proposed excavation operations for the South Beverly Drive appendage structures at the Wilshire Rodeo Station, along with a 12‐week full closure of South Canon Drive for the appendage construction, will have a similar effect on traffic conditions if they are implemented simultaneously or sequentially. As noted earlier, this assessment took into consideration the existing truck percentages that were collected during the traffic counts along the Wilshire Boulevard and Beverly Drive intersections, which are the City’s designated truck haul routes in the vicinity of our study area. In addition, it was assumed that construction related truck traffic for the proposed excavation operations for the South Beverly Drive appendages would take place outside the AM and PM peak periods.

•••
0 •• •
lntueor
maxim izing value
11 '11'! 12 '12'! 13 '13'!
1 '1'! 2 '2'! 3 '3'! 4 '4'! 5 '5'!
6 '6'! 7 '7'! 8 '8'! 9 '9'! 10 '10'!
6 19
7(210) 80 6
86 (5) 2
12 23
20(259) 89 12
(20) 20
49 72
504
38(249) 80
(13) 5 (92) 44
(227) 86 5
112
39(180)
(31) 17 (50) 31 (31) 14
371
51 59
47 22 (28) 36 (25)
67 (39)
(133) 69 354
87(389) (333) 62
(468)
(158)
(159)
(50)
(32)
(344)
(26)
56 301
85 (976) 434
88 (59) 106 (105)
(88) 49
28 (3) 2 (928) 418
(99)
(45)
(367)
(85)
(72)
(18)
(144)
(27)
26 20
10 48
342
39 13
6 7
27 3
6 48
63 9
15 (28)140 (167)
21 (21) 38 (60) 11 (20) 13 (10) 12 (8)
(12) 5 (108) 51 (42) 20
(16)
(61)
(52)
(58)
(445)
(68)
(14)
(19)
(18)
(6)
(18)
(11)
(5)
(87)
(13)
(507)
(102)
(131)
(130)
(38)
(300)
(40)
49 (80) 97 (40)
30 208
14 (147) 38 (149) 26 (95) 38(374) 81 142 44
7 (167) 36 (67) 31
11 202
15 (163)
(521)
(137)
(242)
(218)
24 (25) 77 (81)
89 136
117 (139)
766 (663) 755 (537) 985 (736) 978 (737) 890 (584)
27 (30)
(58) 36
(954) 480 45(855)
(62) 48 (109)
400 72
416
40(28) 25
65 19
(52)
(95)
(85)
(44)
(595)
(53)
(42)
(24)
(17)
(53)
(76)
(20) 9
12 105(887) 411
(189)
(29)
42 (27) 35 (61) 22 (25)
(22)
(22)
11 (28)
138 (142) 89 (96) 126 (151) 114 (86)
N

NOT TO SCALE
Figure 5
Alternative 3 Weekday AM(PM) Peak Hour Traffic Volumes
WRS Station Area
Dayton Way
Beverly Drive
Canon Drive
Crescent Drive
El Camino
Drive
Wilshire
Boulevard
Charleville
Boulevard
Reeves
Drive
t
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Technical Memorandum
15 Table 9: Alternative 3 Intersection LOS Analysis
# Intersection Traffic Control
AM Peak Hour PM Peak Hour
Delay1 LOS Delay1 LOS
1 El Camino Drive and Wilshire Boulevard Signalized 9.4 A 7.3 A 2 Beverly Drive and Wilshire Boulevard Signalized 31.4 C 30.2 C 3 Reeves Drive and Wilshire Boulevard 1‐Way Stop 11.9 B 17.6 C 4 Canon Drive and Wilshire Boulevard Signalized 0.1 A 0.1 A 5 Crescent Drive and Wilshire Boulevard Signalized 20.3 C 43.6 D 6 El Camino Drive and Charleville Boulevard 4‐Way Stop 9.9 A 12.2 B 7 Beverly Drive and Charleville Boulevard Signalized 28.5 C 51.9 D 8 Reeves Drive and Charleville Boulevard 4‐Way Stop 8.3 A 9.8 A 9 Canon Drive and Charleville Boulevard 4‐Way Stop 8.3 A 10.2 B 10 Crescent Drive and Charleville Boulevard 4‐Way Stop 9.0 A 12.8 B 11 Beverly Drive and Dayton Way Signalized 7.0 A 12.3 B 12 Canon Drive and Dayton Way Signalized 20.6 C 36.3 D 13 Crescent Drive and Dayton Way Signalized 12.1 B 13.6 B 1 Control delay in seconds per vehicle (sec/veh)
Table 10: Alternative 3 Intersection Queuing Analysis
# Intersection Movt.

Available
Storage
(ft)
AM Peak Hour PM Peak Hour
Queue1
(ft)
Adequate
Storage?
Queue1
(ft)
Adequate
Storage?
1 El Camino Drive and Wilshire Boulevard WBL 50 54 No 66 No 2 Beverly Drive and Wilshire Boulevard
EBL 110 31 Yes 76 Yes
WBL 185 11 Yes 73 Yes
NBL 75 146 No 87 No
5 Crescent Drive and Wilshire Boulevard
EBL 80 87 No 125 No
WBL 155 61 Yes 68 Yes
NBL 85 24 Yes 29 Yes
SBL 560 148 Yes 293 Yes
7 Beverly Drive and Charleville Boulevard NBL 70 24 Yes 25 Yes SBL 60 15 Yes 24 Yes
11 Beverly Drive and Dayton Way SEL 90 14 Yes 61 Yes 12 Canon Drive and Dayton Way NEL 310 27 Yes 104 Yes 1 95th percentile queue length
•••
0 •• •
lntueor
maxim izing value
Appendix A
Intersection Movement Counts

File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 4 105 0 109 1 0 4 5 1 58 6 65 179
07:15 AM 0 0 0 0 12 134 3 149 0 0 9 9 0 67 11 78 236
07:30 AM 0 0 0 0 14 180 5 199 0 0 2 2 0 52 8 60 261
07:45 AM 0 0 0 0 18 166 5 189 0 0 15 15 0 84 11 95 299
Total 0 0 0 0 48 585 13 646 1 0 30 31 1 261 36 298 975
08:00 AM 0 0 0 0 14 177 4 195 0 0 8 8 0 89 10 99 302
08:15 AM 0 0 0 0 14 187 7 208 0 0 12 12 0 131 12 143 363 08:30 AM 0 0 0 0 29 183 6 218 0 0 11 11 0 126 14 140 369 08:45 AM 0 0 0 0 31 219 7 257 0 0 14 14 2 134 12 148 419 Total 0 0 0 0 88 766 24 878 0 0 45 45 2 480 48 530 1453 Grand Total 0 0 0 0 136 1351 37 1524 1 0 75 76 3 741 84 828 2428 Apprch % 0 0 0 8.9 88.6 2.4 1.3 0 98.7 0.4 89.5 10.1
Total % 0 0 0 0 5.6 55.6 1.5 62.8 0 0 3.1 3.1 0.1 30.5 3.5 34.1 Passenger Vehicles 0 0 0 0 132 1280 35 1447 1 0 72 73 3 686 83 772 2292 % Passenger Vehicles 0 0 0 0 97.1 94.7 94.6 94.9 100 0 96 96.1 100 92.6 98.8 93.2 94.4 Large 2 Axle Vehicles 0 0 0 0 2 39 2 43 0 0 3 3 0 23 0 23 69 % Large 2 Axle Vehicles 0 0 0 0 1.5 2.9 5.4 2.8 0 0 4 3.9 0 3.1 0 2.8 2.8 3 Axle Vehicles 0 0 0 0 1 28 0 29 0 0 0 0 0 28 1 29 58
% 3 Axle Vehicles 0 0 0 0 0.7 2.1 0 1.9 0 0 0 0 0 3.8 1.2 3.5 2.4 4+ Axle Trucks 0 0 0 0 1 4 0 5 0 0 0 0 0 4 0 4 9
% 4+ Axle Trucks 0 0 0 0 0.7 0.3 0 0.3 0 0 0 0 0 0.5 0 0.5 0.4 El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 0 0 0 0 14 177 4 195 0 0 8 8 0 89 10 99 302
08:15 AM 0 0 0 0 14 187 7 208 0 0 12 12 0 131 12 143 363 08:30 AM 0 0 0 0 29 183 6 218 0 0 11 11 0 126 14 140 369 08:45 AM 0 0 0 0 31 219 7 257 0 0 14 14 2 134 12 148 419 Total Volume 0 0 0 0 88 766 24 878 0 0 45 45 2 480 48 530 1453 % App. Total 0 0 0 10 87.2 2.7 0 0 100 0.4 90.6 9.1
PHF .000 .000 .000 .000 .710 .874 .857 .854 .000 .000 .804 .804 .250 .896 .857 .895 .867 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
26 0 26
Right
24 Thru
766
Left
88 Out Total In
525 878 1403
Left
0 Thru
0 Right
45 Out In Total
136 45 181
Left
2 Thru
480
Right
48 Total Out In
766 530 1296
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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:
07:00 AM 08:00 AM 07:45 AM 08:00 AM
+0 mins. 0 0 0 0 14 177 4 195 0 0 15 15 0 89 10 99
+15 mins. 0 0 0 0 14 187 7 208 0 0 8 8 0 131 12 143
+30 mins. 0 0 0 0 29 183 6 218 0 0 12 12 0 126 14 140
+45 mins. 0 0 0 0 31 219 7 257 0 0 11 11 2 134 12 148
Total Volume 0 0 0 0 88 766 24 878 0 0 46 46 2 480 48 530 % App. Total 0 0 0 10 87.2 2.7 0 0 100 0.4 90.6 9.1
PHF .000 .000 .000 .000 .710 .874 .857 .854 .000 .000 .767 .767 .250 .896 .857 .895 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 3 98 0 101 1 0 4 5 1 52 6 59 165
07:15 AM 0 0 0 0 11 124 3 138 0 0 8 8 0 58 11 69 215
07:30 AM 0 0 0 0 12 172 4 188 0 0 2 2 0 45 8 53 243
07:45 AM 0 0 0 0 18 155 5 178 0 0 15 15 0 77 11 88 281
Total 0 0 0 0 44 549 12 605 1 0 29 30 1 232 36 269 904
08:00 AM 0 0 0 0 14 167 4 185 0 0 7 7 0 79 9 88 280
08:15 AM 0 0 0 0 14 179 7 200 0 0 12 12 0 125 12 137 349 08:30 AM 0 0 0 0 29 175 5 209 0 0 10 10 0 123 14 137 356 08:45 AM 0 0 0 0 31 210 7 248 0 0 14 14 2 127 12 141 403 Total 0 0 0 0 88 731 23 842 0 0 43 43 2 454 47 503 1388 Grand Total 0 0 0 0 132 1280 35 1447 1 0 72 73 3 686 83 772 2292 Apprch % 0 0 0 9.1 88.5 2.4 1.4 0 98.6 0.4 88.9 10.8
Total % 0 0 0 0 5.8 55.8 1.5 63.1 0 0 3.1 3.2 0.1 29.9 3.6 33.7 El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 14 167 4 185 0 0 7 7 0 79 9 88 280
08:15 AM 0 0 0 0 14 179 7 200 0 0 12 12 0 125 12 137 349 08:30 AM 0 0 0 0 29 175 5 209 0 0 10 10 0 123 14 137 356 08:45 AM 0 0 0 0 31 210 7 248 0 0 14 14 2 127 12 141 403 Total Volume 0 0 0 0 88 731 23 842 0 0 43 43 2 454 47 503 1388 % App. Total 0 0 0 10.5 86.8 2.7 0 0 100 0.4 90.3 9.3
PHF .000 .000 .000 .000 .710 .870 .821 .849 .000 .000 .768 .768 .250 .894 .839 .892 .861 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
25 0 25
Right
23 Thru
731
Left
88 Out Total In
497 842 1339
Left
0 Thru
0 Right
43 Out In Total
135 43 178
Left
2 Thru
454
Right
47 Total Out In
731 503 1234
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 14 167 4 185 0 0 7 7 0 79 9 88
+15 mins. 0 0 0 0 14 179 7 200 0 0 12 12 0 125 12 137
+30 mins. 0 0 0 0 29 175 5 209 0 0 10 10 0 123 14 137
+45 mins. 0 0 0 0 31 210 7 248 0 0 14 14 2 127 12 141
Total Volume 0 0 0 0 88 731 23 842 0 0 43 43 2 454 47 503 % App. Total 0 0 0 10.5 86.8 2.7 0 0 100 0.4 90.3 9.3
PHF .000 .000 .000 .000 .710 .870 .821 .849 .000 .000 .768 .768 .250 .894 .839 .892 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 1 3 0 4 0 0 0 0 0 4 0 4 8
07:15 AM 0 0 0 0 0 6 0 6 0 0 1 1 0 3 0 3 10
07:30 AM 0 0 0 0 1 4 1 6 0 0 0 0 0 3 0 3 9
07:45 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 2 0 2 8
Total 0 0 0 0 2 19 1 22 0 0 1 1 0 12 0 12 35
08:00 AM 0 0 0 0 0 7 0 7 0 0 1 1 0 5 0 5 13
08:15 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
08:30 AM 0 0 0 0 0 3 1 4 0 0 1 1 0 1 0 1 6
08:45 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 2 0 2 8
Total 0 0 0 0 0 20 1 21 0 0 2 2 0 11 0 11 34
Grand Total 0 0 0 0 2 39 2 43 0 0 3 3 0 23 0 23 69
Apprch % 0 0 0 4.7 90.7 4.7 0 0 100 0 100 0
Total % 0 0 0 0 2.9 56.5 2.9 62.3 0 0 4.3 4.3 0 33.3 0 33.3 El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 7 0 7 0 0 1 1 0 5 0 5 13
08:15 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
08:30 AM 0 0 0 0 0 3 1 4 0 0 1 1 0 1 0 1 6
08:45 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 2 0 2 8
Total Volume 0 0 0 0 0 20 1 21 0 0 2 2 0 11 0 11 34
% App. Total 0 0 0 0 95.2 4.8 0 0 100 0 100 0
PHF .000 .000 .000 .000 .000 .714 .250 .750 .000 .000 .500 .500 .000 .550 .000 .550 .654 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
1 Thru
20 Left
0 Out Total In
13 21 34
Left
0 Thru
0 Right
2 Out In Total
0 2 2
Left
0 Thru
11 Right
0 Total Out In
20 11 31
Peak Hour Begins at 08:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 7 0 7 0 0 1 1 0 5 0 5
+15 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3
+30 mins. 0 0 0 0 0 3 1 4 0 0 1 1 0 1 0 1
+45 mins. 0 0 0 0 0 6 0 6 0 0 0 0 0 2 0 2
Total Volume 0 0 0 0 0 20 1 21 0 0 2 2 0 11 0 11
% App. Total 0 0 0 0 95.2 4.8 0 0 100 0 100 0
PHF .000 .000 .000 .000 .000 .714 .250 .750 .000 .000 .500 .500 .000 .550 .000 .550 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2 6
07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 4 0 4 6
07:30 AM 0 0 0 0 1 4 0 5 0 0 0 0 0 4 0 4 9
07:45 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
Total 0 0 0 0 1 15 0 16 0 0 0 0 0 13 0 13 29
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 5 1 6 9
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 2 0 2 7
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 5 0 5 8
Total 0 0 0 0 0 13 0 13 0 0 0 0 0 15 1 16 29
Grand Total 0 0 0 0 1 28 0 29 0 0 0 0 0 28 1 29 58
Apprch % 0 0 0 3.4 96.6 0 0 0 0 0 96.6 3.4
Total % 0 0 0 0 1.7 48.3 0 50 0 0 0 0 0 48.3 1.7 50
El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 5 1 6 9
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3 5
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 2 0 2 7
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 5 0 5 8
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 15 1 16 29
% App. Total 0 0 0 0 100 0 0 0 0 0 93.8 6.2
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .750 .250 .667 .806 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
13 Left
0 Out Total In
15 13 28
Left
0 Thru
0 Right
0 Out In Total
1 0 1
Left
0 Thru
15 Right
1 Total Out In
13 16 29
Peak Hour Begins at 08:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 5 1 6
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 3 0 3
+30 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 2 0 2
+45 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 5 0 5
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 15 1 16
% App. Total 0 0 0 0 100 0 0 0 0 0 93.8 6.2
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .750 .250 .667 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 1 2 0 3 0 0 0 0 0 2 0 2 5
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
Total 0 0 0 0 1 2 0 3 0 0 0 0 0 4 0 4 7
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
Grand Total 0 0 0 0 1 4 0 5 0 0 0 0 0 4 0 4 9
Apprch % 0 0 0 20 80 0 0 0 0 0 100 0
Total % 0 0 0 0 11.1 44.4 0 55.6 0 0 0 0 0 44.4 0 44.4
El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
2 Left
0 Out Total In
0 2 2
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
2 0 2
Peak Hour Begins at 08:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 01_BVH_El Cam_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 37 168 6 211 0 0 32 32 1 216 27 244 487 04:15 PM 0 0 0 0 31 145 12 188 0 0 24 24 1 217 20 238 450 04:30 PM 0 0 0 0 35 170 7 212 0 0 27 27 0 211 19 230 469 04:45 PM 0 0 0 0 20 159 8 187 0 0 17 17 1 213 22 236 440 Total 0 0 0 0 123 642 33 798 0 0 100 100 3 857 88 948 1846 05:00 PM 0 0 0 0 19 171 5 195 0 0 28 28 2 219 13 234 457 05:15 PM 0 0 0 0 14 151 4 169 0 0 30 30 0 259 15 274 473 05:30 PM 0 0 0 0 10 165 7 182 1 0 19 20 0 248 16 264 466 05:45 PM 0 0 0 0 16 176 9 201 0 0 21 21 1 228 18 247 469 Total 0 0 0 0 59 663 25 747 1 0 98 99 3 954 62 1019 1865 Grand Total 0 0 0 0 182 1305 58 1545 1 0 198 199 6 1811 150 1967 3711 Apprch % 0 0 0 11.8 84.5 3.8 0.5 0 99.5 0.3 92.1 7.6
Total % 0 0 0 0 4.9 35.2 1.6 41.6 0 0 5.3 5.4 0.2 48.8 4 53 Passenger Vehicles 0 0 0 0 181 1257 56 1494 1 0 197 198 6 1763 148 1917 3609 % Passenger Vehicles 0 0 0 0 99.5 96.3 96.6 96.7 100 0 99.5 99.5 100 97.3 98.7 97.5 97.3 Large 2 Axle Vehicles 0 0 0 0 1 24 2 27 0 0 1 1 0 20 2 22 50 % Large 2 Axle Vehicles 0 0 0 0 0.5 1.8 3.4 1.7 0 0 0.5 0.5 0 1.1 1.3 1.1 1.3 3 Axle Vehicles 0 0 0 0 0 24 0 24 0 0 0 0 0 25 0 25 49
% 3 Axle Vehicles 0 0 0 0 0 1.8 0 1.6 0 0 0 0 0 1.4 0 1.3 1.3 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 3
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2 0 0.2 0.1 El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 0 0 0 0 19 171 5 195 0 0 28 28 2 219 13 234 457 05:15 PM 0 0 0 0 14 151 4 169 0 0 30 30 0 259 15 274 473 05:30 PM 0 0 0 0 10 165 7 182 1 0 19 20 0 248 16 264 466 05:45 PM 0 0 0 0 16 176 9 201 0 0 21 21 1 228 18 247 469 Total Volume 0 0 0 0 59 663 25 747 1 0 98 99 3 954 62 1019 1865 % App. Total 0 0 0 7.9 88.8 3.3 1 0 99 0.3 93.6 6.1
PHF .000 .000 .000 .000 .776 .942 .694 .929 .250 .000 .817 .825 .375 .921 .861 .930 .986 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
28 0 28
Right
25 Thru
663
Left
59 Out Total In
1052 747 1799
Left
1 Thru
0 Right
98 Out In Total
121 99 220
Left
3 Thru
954
Right
62 Total Out In
664 1019 1683
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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:
04:00 PM 04:00 PM 04:30 PM 05:00 PM
+0 mins. 0 0 0 0 37 168 6 211 0 0 27 27 2 219 13 234
+15 mins. 0 0 0 0 31 145 12 188 0 0 17 17 0 259 15 274
+30 mins. 0 0 0 0 35 170 7 212 0 0 28 28 0 248 16 264
+45 mins. 0 0 0 0 20 159 8 187 0 0 30 30 1 228 18 247
Total Volume 0 0 0 0 123 642 33 798 0 0 102 102 3 954 62 1019 % App. Total 0 0 0 15.4 80.5 4.1 0 0 100 0.3 93.6 6.1
PHF .000 .000 .000 .000 .831 .944 .688 .941 .000 .000 .850 .850 .375 .921 .861 .930 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 01_BVH_El Cam_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 36 164 5 205 0 0 32 32 1 212 25 238 475 04:15 PM 0 0 0 0 31 139 11 181 0 0 23 23 1 213 20 234 438 04:30 PM 0 0 0 0 35 161 7 203 0 0 27 27 0 201 19 220 450 04:45 PM 0 0 0 0 20 155 8 183 0 0 17 17 1 208 22 231 431 Total 0 0 0 0 122 619 31 772 0 0 99 99 3 834 86 923 1794 05:00 PM 0 0 0 0 19 165 5 189 0 0 28 28 2 214 13 229 446 05:15 PM 0 0 0 0 14 145 4 163 0 0 30 30 0 254 15 269 462 05:30 PM 0 0 0 0 10 160 7 177 1 0 19 20 0 238 16 254 451 05:45 PM 0 0 0 0 16 168 9 193 0 0 21 21 1 223 18 242 456 Total 0 0 0 0 59 638 25 722 1 0 98 99 3 929 62 994 1815 Grand Total 0 0 0 0 181 1257 56 1494 1 0 197 198 6 1763 148 1917 3609 Apprch % 0 0 0 12.1 84.1 3.7 0.5 0 99.5 0.3 92 7.7
Total % 0 0 0 0 5 34.8 1.6 41.4 0 0 5.5 5.5 0.2 48.9 4.1 53.1 El Camino Drive
Southbound
Wilshire Boulevard
Westbound
El Camino Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 19 165 5 189 0 0 28 28 2 214 13 229 446 05:15 PM 0 0 0 0 14 145 4 163 0 0 30 30 0 254 15 269 462 05:30 PM 0 0 0 0 10 160 7 177 1 0 19 20 0 238 16 254 451 05:45 PM 0 0 0 0 16 168 9 193 0 0 21 21 1 223 18 242 456 Total Volume 0 0 0 0 59 638 25 722 1 0 98 99 3 929 62 994 1815 % App. Total 0 0 0 8.2 88.4 3.5 1 0 99 0.3 93.5 6.2
PHF .000 .000 .000 .000 .776 .949 .694 .935 .250 .000 .817 .825 .375 .914 .861 .924 .982 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
28 0 28
Right
25 Thru
638
Left
59 Out Total In
1027 722 1749
Left
1 Thru
0 Right
98 Out In Total
121 99 220
Left
3 Thru
929
Right
62 Total Out In
639 994 1633
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 19 165 5 189 0 0 28 28 2 214 13 229
+15 mins. 0 0 0 0 14 145 4 163 0 0 30 30 0 254 15 269
+30 mins. 0 0 0 0 10 160 7 177 1 0 19 20 0 238 16 254
+45 mins. 0 0 0 0 16 168 9 193 0 0 21 21 1 223 18 242
Total Volume 0 0 0 0 59 638 25 722 1 0 98 99 3 929 62 994 % App. Total 0 0 0 8.2 88.4 3.5 1 0 99 0.3 93.5 6.2
PHF .000 .000 .000 .000 .776 .949 .694 .935 .250 .000 .817 .825 .375 .914 .861 .924 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
13 Left
0 Out Total In
10 13 23
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
10 Right
0 Total Out In
13 10 23
Peak Hour Begins at 05:00 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4
+30 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4
+45 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 10 0 10
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .813 .000 .813 .000 .000 .000 .000 .000 .625 .000 .625 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
12 Left
0 Out Total In
14 12 26
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
14 Right
0 Total Out In
12 14 26
Peak Hour Begins at 05:00 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 1 0 1
+30 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5
+45 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3
Total Volume 0 0 0 0 0 12 0 12 0 0 0 0 0 14 0 14
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .600 .000 .600 .000 .000 .000 .000 .000 .700 .000 .700 Counts Unlimited, Inc.

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

I I I I I
File Name : 01_BVH_El Cam_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Wilshire Boulevard
Weather: Clear
El Camino Drive
Wilshire Boulevard
Wilshire Boulevard
El Camino Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
1 Right
0 Total Out In
0 1 1
Peak Hour Begins at 05:00 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
% App. Total 0 0 0 0 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
El Camino Dr Wilshire Blvd El Camino Dr Wilshire Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
4050 9
12 0 5 5 22
10 0 10 6 26
4095 18
6073 16
6055 16
9 0 11 3 23
12 0 20 7 39
63 0 72 34 169
North Leg East Leg South Leg West Leg
El Camino Dr Wilshire Blvd El Camino Dr Wilshire Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
54 0 29 14 97
65 0 16 15 96
43 0 15 7 65
38 0 19 21 78
38 0 20 22 80
48 0 23 7 78
35 0 14 13 62
44 0 12 15 71
365 0 148 114 627
Beverly Hills
El Camino Dr
Wilshire Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000100000 1
000000000000 0
000020010000 3
000000000000 0
000000100000 1
000000000011 2
000010000010 2
000030210021 9
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 020010000020 5
000000000000 0
000010000020 3
010010000010 3
000110000020 4
000010000020 3
000020000010 3
000000000000 0
0 3 0 1 7 0 0 0 0 0 10 0 21
Wilshire Blvd
El Camino Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
El Camino Dr Wilshire Blvd El Camino Dr Wilshire Blvd
TOTAL VOLUMES:

El Camino Dr Wilshire Blvd El Camino Dr Wilshire Blvd
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 34 7 41 12 91 9 112 8 54 10 72 3 57 6 66 291 07:15 AM 0 43 12 55 17 119 8 144 17 56 7 80 4 63 9 76 355 07:30 AM 1 41 11 53 21 167 8 196 16 96 4 116 2 47 3 52 417 07:45 AM 0 66 14 80 17 157 15 189 19 92 9 120 12 71 16 99 488 Total 1 184 44 229 67 534 40 641 60 298 30 388 21 238 34 293 1551 08:00 AM 0 61 17 78 23 160 15 198 17 96 6 119 8 79 14 101 496 08:15 AM 0 88 12 100 27 183 20 230 19 87 6 112 10 99 16 125 567 08:30 AM 0 83 15 98 25 182 20 227 20 101 15 136 14 119 14 147 608 08:45 AM 0 69 12 81 31 230 22 283 16 132 13 161 17 103 21 141 666 Total 0 301 56 357 106 755 77 938 72 416 40 528 49 400 65 514 2337 Grand Total 1 485 100 586 173 1289 117 1579 132 714 70 916 70 638 99 807 3888 Apprch % 0.2 82.8 17.1 11 81.6 7.4 14.4 77.9 7.6 8.7 79.1 12.3 Total % 0 12.5 2.6 15.1 4.4 33.2 3 40.6 3.4 18.4 1.8 23.6 1.8 16.4 2.5 20.8 Passenger Vehicles 0 472 96 568 170 1222 115 1507 126 701 67 894 66 585 99 750 3719 % Passenger Vehicles 0 97.3 96 96.9 98.3 94.8 98.3 95.4 95.5 98.2 95.7 97.6 94.3 91.7 100 92.9 95.7 Large 2 Axle Vehicles 1 12 4 17 3 33 2 38 6 11 3 20 3 23 0 26 101 % Large 2 Axle Vehicles 100 2.5 4 2.9 1.7 2.6 1.7 2.4 4.5 1.5 4.3 2.2 4.3 3.6 0 3.2 2.6 3 Axle Vehicles 0 0 0 0 0 29 0 29 0 1 0 1 1 26 0 27 57
% 3 Axle Vehicles 0 0 0 0 0 2.2 0 1.8 0 0.1 0 0.1 1.4 4.1 0 3.3 1.5 4+ Axle Trucks 0 1 0 1 0 5 0 5 0 1 0 1 0 4 0 4 11
% 4+ Axle Trucks 0 0.2 0 0.2 0 0.4 0 0.3 0 0.1 0 0.1 0 0.6 0 0.5 0.3 Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 0 61 17 78 23 160 15 198 17 96 6 119 8 79 14 101 496 08:15 AM 0 88 12 100 27 183 20 230 19 87 6 112 10 99 16 125 567 08:30 AM 0 83 15 98 25 182 20 227 20 101 15 136 14 119 14 147 608 08:45 AM 0 69 12 81 31 230 22 283 16 132 13 161 17 103 21 141 666 Total Volume 0 301 56 357 106 755 77 938 72 416 40 528 49 400 65 514 2337 % App. Total 0 84.3 15.7 11.3 80.5 8.2 13.6 78.8 7.6 9.5 77.8 12.6 PHF .000 .855 .824 .893 .855 .821 .875 .829 .900 .788 .667 .820 .721 .840 .774 .874 .877 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
56 Thru
301
Left
0 Out In Total
542 357 899
Right
77 Thru
755
Left
106
Out Total In
440 938 1378
Left
72 Thru
416
Right
40 Out In Total
472 528 1000
Left
49 Thru
400
Right
65 Total Out In
883 514 1397
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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. 0 61 17 78 23 160 15 198 17 96 6 119 8 79 14 101 +15 mins. 0 88 12 100 27 183 20 230 19 87 6 112 10 99 16 125 +30 mins. 0 83 15 98 25 182 20 227 20 101 15 136 14 119 14 147 +45 mins. 0 69 12 81 31 230 22 283 16 132 13 161 17 103 21 141 Total Volume 0 301 56 357 106 755 77 938 72 416 40 528 49 400 65 514 % App. Total 0 84.3 15.7 11.3 80.5 8.2 13.6 78.8 7.6 9.5 77.8 12.6 PHF .000 .855 .824 .893 .855 .821 .875 .829 .900 .788 .667 .820 .721 .840 .774 .874 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 34 7 41 12 83 9 104 8 54 10 72 3 51 6 60 277 07:15 AM 0 42 12 54 16 110 8 134 15 54 7 76 3 54 9 66 330 07:30 AM 0 36 10 46 20 157 8 185 16 95 3 114 2 40 3 45 390 07:45 AM 0 66 13 79 17 148 15 180 18 87 8 113 12 64 16 92 464 Total 0 178 42 220 65 498 40 603 57 290 28 375 20 209 34 263 1461 08:00 AM 0 59 16 75 22 152 14 188 16 94 6 116 6 70 14 90 469 08:15 AM 0 85 12 97 27 175 20 222 19 87 6 112 10 95 16 121 552 08:30 AM 0 81 14 95 25 175 19 219 19 100 14 133 14 112 14 140 587 08:45 AM 0 69 12 81 31 222 22 275 15 130 13 158 16 99 21 136 650 Total 0 294 54 348 105 724 75 904 69 411 39 519 46 376 65 487 2258 Grand Total 0 472 96 568 170 1222 115 1507 126 701 67 894 66 585 99 750 3719 Apprch % 0 83.1 16.9 11.3 81.1 7.6 14.1 78.4 7.5 8.8 78 13.2 Total % 0 12.7 2.6 15.3 4.6 32.9 3.1 40.5 3.4 18.8 1.8 24 1.8 15.7 2.7 20.2 Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 59 16 75 22 152 14 188 16 94 6 116 6 70 14 90 469 08:15 AM 0 85 12 97 27 175 20 222 19 87 6 112 10 95 16 121 552 08:30 AM 0 81 14 95 25 175 19 219 19 100 14 133 14 112 14 140 587 08:45 AM 0 69 12 81 31 222 22 275 15 130 13 158 16 99 21 136 650 Total Volume 0 294 54 348 105 724 75 904 69 411 39 519 46 376 65 487 2258 % App. Total 0 84.5 15.5 11.6 80.1 8.3 13.3 79.2 7.5 9.4 77.2 13.3 PHF .000 .865 .844 .897 .847 .815 .852 .822 .908 .790 .696 .821 .719 .839 .774 .870 .868 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
54 Thru
294
Left
0 Out In Total
532 348 880
Right
75 Thru
724
Left
105
Out Total In
415 904 1319
Left
69 Thru
411
Right
39 Out In Total
464 519 983
Left
46 Thru
376
Right
65 Total Out In
847 487 1334
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 59 16 75 22 152 14 188 16 94 6 116 6 70 14 90 +15 mins. 0 85 12 97 27 175 20 222 19 87 6 112 10 95 16 121 +30 mins. 0 81 14 95 25 175 19 219 19 100 14 133 14 112 14 140 +45 mins. 0 69 12 81 31 222 22 275 15 130 13 158 16 99 21 136 Total Volume 0 294 54 348 105 724 75 904 69 411 39 519 46 376 65 487 % App. Total 0 84.5 15.5 11.6 80.1 8.3 13.3 79.2 7.5 9.4 77.2 13.3 PHF .000 .865 .844 .897 .847 .815 .852 .822 .908 .790 .696 .821 .719 .839 .774 .870 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
07:15 AM 0 1 0 1 1 4 0 5 2 1 0 3 1 3 0 4 13
07:30 AM 1 4 1 6 1 5 0 6 0 1 1 2 0 3 0 3 17
07:45 AM 0 0 1 1 0 4 0 4 1 4 1 6 0 2 0 2 13
Total 1 5 2 8 2 17 0 19 3 6 2 11 1 11 0 12 50
08:00 AM 0 2 1 3 1 5 1 7 1 2 0 3 1 5 0 6 19
08:15 AM 0 3 0 3 0 4 0 4 0 0 0 0 0 2 0 2 9
08:30 AM 0 2 1 3 0 2 1 3 1 1 1 3 0 4 0 4 13
08:45 AM 0 0 0 0 0 5 0 5 1 2 0 3 1 1 0 2 10
Total 0 7 2 9 1 16 2 19 3 5 1 9 2 12 0 14 51
Grand Total 1 12 4 17 3 33 2 38 6 11 3 20 3 23 0 26 101 Apprch % 5.9 70.6 23.5 7.9 86.8 5.3 30 55 15 11.5 88.5 0 Total % 1 11.9 4 16.8 3 32.7 2 37.6 5.9 10.9 3 19.8 3 22.8 0 25.7 Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 2 1 3 1 5 1 7 1 2 0 3 1 5 0 6 19
08:15 AM 0 3 0 3 0 4 0 4 0 0 0 0 0 2 0 2 9
08:30 AM 0 2 1 3 0 2 1 3 1 1 1 3 0 4 0 4 13
08:45 AM 0 0 0 0 0 5 0 5 1 2 0 3 1 1 0 2 10
Total Volume 0 7 2 9 1 16 2 19 3 5 1 9 2 12 0 14 51
% App. Total 0 77.8 22.2 5.3 84.2 10.5 33.3 55.6 11.1 14.3 85.7 0 PHF .000 .583 .500 .750 .250 .800 .500 .679 .750 .625 .250 .750 .500 .600 .000 .583 .671 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
2 Thru
7 Left
0 Out In Total
9 9 18
Right
2 Thru
16 Left
1 Out Total In
13 19 32
Left
3 Thru
5 Right
1 Out In Total
8 9 17
Left
2 Thru
12 Right
0 Total Out In
21 14 35
Peak Hour Begins at 08:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 2 1 3 1 5 1 7 1 2 0 3 1 5 0 6
+15 mins. 0 3 0 3 0 4 0 4 0 0 0 0 0 2 0 2
+30 mins. 0 2 1 3 0 2 1 3 1 1 1 3 0 4 0 4
+45 mins. 0 0 0 0 0 5 0 5 1 2 0 3 1 1 0 2
Total Volume 0 7 2 9 1 16 2 19 3 5 1 9 2 12 0 14
% App. Total 0 77.8 22.2 5.3 84.2 10.5 33.3 55.6 11.1 14.3 85.7 0 PHF .000 .583 .500 .750 .250 .800 .500 .679 .750 .625 .250 .750 .500 .600 .000 .583 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
07:15 AM 0 0 0 0 0 2 0 2 0 1 0 1 0 4 0 4 7
07:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 4 0 4 9
07:45 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
Total 0 0 0 0 0 16 0 16 0 1 0 1 0 14 0 14 31
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 1 4 0 5 8
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6
Total 0 0 0 0 0 13 0 13 0 0 0 0 1 12 0 13 26
Grand Total 0 0 0 0 0 29 0 29 0 1 0 1 1 26 0 27 57
Apprch % 0 0 0 0 100 0 0 100 0 3.7 96.3 0
Total % 0 0 0 0 0 50.9 0 50.9 0 1.8 0 1.8 1.8 45.6 0 47.4 Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 1 4 0 5 8
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 1 12 0 13 26
% App. Total 0 0 0 0 100 0 0 0 0 7.7 92.3 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .250 .750 .000 .650 .813 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
0 Thru
13 Left
0 Out Total In
12 13 25
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
1 Thru
12 Right
0 Total Out In
13 13 26
Peak Hour Begins at 08:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 3 0 3 0 0 0 0 1 4 0 5
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2
+30 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3
+45 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 1 12 0 13
% App. Total 0 0 0 0 100 0 0 0 0 7.7 92.3 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .250 .750 .000 .650 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2 5
07:30 AM 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
07:45 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 2 0 2 3
Total 0 1 0 1 0 3 0 3 0 1 0 1 0 4 0 4 9
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
Grand Total 0 1 0 1 0 5 0 5 0 1 0 1 0 4 0 4 11
Apprch % 0 100 0 0 100 0 0 100 0 0 100 0
Total % 0 9.1 0 9.1 0 45.5 0 45.5 0 9.1 0 9.1 0 36.4 0 36.4 Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .250 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
2 Left
0 Out Total In
0 2 2
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
2 0 2
Peak Hour Begins at 08:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 100 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 02_BVH_Bev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 126 37 163 20 163 27 210 9 102 23 134 30 182 33 245 752 04:15 PM 0 133 42 175 31 132 19 182 18 76 25 119 21 192 29 242 718 04:30 PM 3 122 36 161 32 154 12 198 17 116 24 157 24 186 24 234 750 04:45 PM 0 115 39 154 28 135 19 182 10 118 13 141 14 194 26 234 711 Total 3 496 154 653 111 584 77 772 54 412 85 551 89 754 112 955 2931 05:00 PM 1 127 48 176 34 132 21 187 21 97 21 139 20 185 28 233 735 05:15 PM 1 139 35 175 21 124 17 162 6 92 22 120 22 233 37 292 749 05:30 PM 2 128 41 171 28 131 22 181 11 87 24 122 15 238 15 268 742 05:45 PM 2 121 39 162 22 150 21 193 7 91 18 116 31 199 29 259 730 Total 6 515 163 684 105 537 81 723 45 367 85 497 88 855 109 1052 2956 Grand Total 9 1011 317 1337 216 1121 158 1495 99 779 170 1048 177 1609 221 2007 5887 Apprch % 0.7 75.6 23.7 14.4 75 10.6 9.4 74.3 16.2 8.8 80.2 11 Total % 0.2 17.2 5.4 22.7 3.7 19 2.7 25.4 1.7 13.2 2.9 17.8 3 27.3 3.8 34.1 Passenger Vehicles 8 1001 307 1316 213 1081 156 1450 98 772 169 1039 175 1563 220 1958 5763 % Passenger Vehicles 88.9 99 96.8 98.4 98.6 96.4 98.7 97 99 99.1 99.4 99.1 98.9 97.1 99.5 97.6 97.9 Large 2 Axle Vehicles 0 10 10 20 3 15 2 20 1 7 1 9 2 18 1 21 70 % Large 2 Axle Vehicles 0 1 3.2 1.5 1.4 1.3 1.3 1.3 1 0.9 0.6 0.9 1.1 1.1 0.5 1 1.2 3 Axle Vehicles 1 0 0 1 0 25 0 25 0 0 0 0 0 26 0 26 52
% 3 Axle Vehicles 11.1 0 0 0.1 0 2.2 0 1.7 0 0 0 0 0 1.6 0 1.3 0.9 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 0 0.1 0
Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 1 127 48 176 34 132 21 187 21 97 21 139 20 185 28 233 735 05:15 PM 1 139 35 175 21 124 17 162 6 92 22 120 22 233 37 292 749 05:30 PM 2 128 41 171 28 131 22 181 11 87 24 122 15 238 15 268 742 05:45 PM 2 121 39 162 22 150 21 193 7 91 18 116 31 199 29 259 730 Total Volume 6 515 163 684 105 537 81 723 45 367 85 497 88 855 109 1052 2956 % App. Total 0.9 75.3 23.8 14.5 74.3 11.2 9.1 73.8 17.1 8.4 81.3 10.4 PHF .750 .926 .849 .972 .772 .895 .920 .937 .536 .946 .885 .894 .710 .898 .736 .901 .987 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
163
Thru
515
Left
6 Out In Total
536 684 1220
Right
81 Thru
537
Left
105
Out Total In
946 723 1669
Left
45 Thru
367
Right
85 Out In Total
729 497 1226
Left
88 Thru
855
Right
109
Total Out In
745 1052 1797
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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 04:30 PM 05:00 PM
+0 mins. 1 127 48 176 20 163 27 210 17 116 24 157 20 185 28 233 +15 mins. 1 139 35 175 31 132 19 182 10 118 13 141 22 233 37 292 +30 mins. 2 128 41 171 32 154 12 198 21 97 21 139 15 238 15 268 +45 mins. 2 121 39 162 28 135 19 182 6 92 22 120 31 199 29 259 Total Volume 6 515 163 684 111 584 77 772 54 423 80 557 88 855 109 1052 % App. Total 0.9 75.3 23.8 14.4 75.6 10 9.7 75.9 14.4 8.4 81.3 10.4 PHF .750 .926 .849 .972 .867 .896 .713 .919 .643 .896 .833 .887 .710 .898 .736 .901 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 02_BVH_Bev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 125 35 160 19 159 27 205 9 101 23 133 30 177 33 240 738 04:15 PM 0 131 40 171 31 127 18 176 18 75 25 118 21 190 28 239 704 04:30 PM 2 120 34 156 32 147 12 191 17 116 24 157 23 177 24 224 728 04:45 PM 0 115 39 154 27 131 19 177 10 117 13 140 14 189 26 229 700 Total 2 491 148 641 109 564 76 749 54 409 85 548 88 733 111 932 2870 05:00 PM 1 126 45 172 34 129 20 183 20 96 21 137 20 179 28 227 719 05:15 PM 1 139 35 175 20 119 17 156 6 92 22 120 22 230 37 289 740 05:30 PM 2 127 40 169 28 127 22 177 11 86 23 120 15 226 15 256 722 05:45 PM 2 118 39 159 22 142 21 185 7 89 18 114 30 195 29 254 712 Total 6 510 159 675 104 517 80 701 44 363 84 491 87 830 109 1026 2893 Grand Total 8 1001 307 1316 213 1081 156 1450 98 772 169 1039 175 1563 220 1958 5763 Apprch % 0.6 76.1 23.3 14.7 74.6 10.8 9.4 74.3 16.3 8.9 79.8 11.2 Total % 0.1 17.4 5.3 22.8 3.7 18.8 2.7 25.2 1.7 13.4 2.9 18 3 27.1 3.8 34 Beverly Drive
Southbound
Wilshire Boulevard
Westbound
Beverly Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 126 45 172 34 129 20 183 20 96 21 137 20 179 28 227 719 05:15 PM 1 139 35 175 20 119 17 156 6 92 22 120 22 230 37 289 740 05:30 PM 2 127 40 169 28 127 22 177 11 86 23 120 15 226 15 256 722 05:45 PM 2 118 39 159 22 142 21 185 7 89 18 114 30 195 29 254 712 Total Volume 6 510 159 675 104 517 80 701 44 363 84 491 87 830 109 1026 2893 % App. Total 0.9 75.6 23.6 14.8 73.8 11.4 9 73.9 17.1 8.5 80.9 10.6 PHF .750 .917 .883 .964 .765 .910 .909 .947 .550 .945 .913 .896 .725 .902 .736 .888 .977 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
159
Thru
510
Left
6 Out In Total
530 675 1205
Right
80 Thru
517
Left
104
Out Total In
920 701 1621
Left
44 Thru
363
Right
84 Out In Total
723 491 1214
Left
87 Thru
830
Right
109
Total Out In
720 1026 1746
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 1 126 45 172 34 129 20 183 20 96 21 137 20 179 28 227 +15 mins. 1 139 35 175 20 119 17 156 6 92 22 120 22 230 37 289 +30 mins. 2 127 40 169 28 127 22 177 11 86 23 120 15 226 15 256 +45 mins. 2 118 39 159 22 142 21 185 7 89 18 114 30 195 29 254 Total Volume 6 510 159 675 104 517 80 701 44 363 84 491 87 830 109 1026 % App. Total 0.9 75.6 23.6 14.8 73.8 11.4 9 73.9 17.1 8.5 80.9 10.6 PHF .750 .917 .883 .964 .765 .910 .909 .947 .550 .945 .913 .896 .725 .902 .736 .888 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
4 Thru
5 Left
0 Out In Total
6 9 15
Right
1 Thru
8 Left
1 Out Total In
12 10 22
Left
1 Thru
4 Right
1 Out In Total
6 6 12
Left
1 Thru
11 Right
0 Total Out In
13 12 25
Peak Hour Begins at 05:00 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 1 3 4 0 1 1 2 1 1 0 2 0 1 0 1
+15 mins. 0 0 0 0 1 2 0 3 0 0 0 0 0 3 0 3
+30 mins. 0 1 1 2 0 2 0 2 0 1 1 2 0 6 0 6
+45 mins. 0 3 0 3 0 3 0 3 0 2 0 2 1 1 0 2
Total Volume 0 5 4 9 1 8 1 10 1 4 1 6 1 11 0 12
% App. Total 0 55.6 44.4 10 80 10 16.7 66.7 16.7 8.3 91.7 0 PHF .000 .417 .333 .563 .250 .667 .250 .833 .250 .500 .250 .750 .250 .458 .000 .500 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
12 Left
0 Out Total In
13 12 25
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
13 Right
0 Total Out In
12 13 25
Peak Hour Begins at 05:00 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5
+45 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3
Total Volume 0 0 0 0 0 12 0 12 0 0 0 0 0 13 0 13
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .600 .000 .600 .000 .000 .000 .000 .000 .650 .000 .650 Counts Unlimited, Inc.

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

I I I I I
File Name : 02_BVH_Bev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Wilshire Boulevard
Weather: Clear
Beverly Drive
Wilshire Boulevard
Wilshire Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
1 Right
0 Total Out In
0 1 1
Peak Hour Begins at 05:00 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
% App. Total 0 0 0 0 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 1 116 117 0 4 4 65 1 66 187
07:15 AM 0 144 144 0 2 2 71 0 71 217
07:30 AM 3 210 213 0 5 5 51 0 51 269
07:45 AM 6 184 190 0 5 5 78 1 79 274
Total 10 654 664 0 16 16 265 2 267 947
08:00 AM 4 209 213 0 5 5 82 4 86 304
08:15 AM 9 242 251 0 7 7 104 2 106 364
08:30 AM 4 225 229 0 5 5 126 8 134 368
08:45 AM 6 286 292 0 11 11 114 3 117 420
Total 23 962 985 0 28 28 426 17 443 1456
Grand Total 33 1616 1649 0 44 44 691 19 710 2403
Apprch % 2 98 0 100 97.3 2.7
Total % 1.4 67.2 68.6 0 1.8 1.8 28.8 0.8 29.5
Passenger Vehicles 33 1539 1572 0 42 42 633 19 652 2266 % Passenger Vehicles 100 95.2 95.3 0 95.5 95.5 91.6 100 91.8 94.3 Large 2 Axle Vehicles 0 44 44 0 1 1 30 0 30 75
% Large 2 Axle Vehicles 0 2.7 2.7 0 2.3 2.3 4.3 0 4.2 3.1 3 Axle Vehicles 0 28 28 0 0 0 24 0 24 52
% 3 Axle Vehicles 0 1.7 1.7 0 0 0 3.5 0 3.4 2.2
4+ Axle Trucks 0 5 5 0 1 1 4 0 4 10
% 4+ Axle Trucks 0 0.3 0.3 0 2.3 2.3 0.6 0 0.6 0.4
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right 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 4 209 213 0 5 5 82 4 86 304
08:15 AM 9 242 251 0 7 7 104 2 106 364
08:30 AM 4 225 229 0 5 5 126 8 134 368
08:45 AM 6 286 292 0 11 11 114 3 117 420
Total Volume 23 962 985 0 28 28 426 17 443 1456
% App. Total 2.3 97.7 0 100 96.2 3.8
PHF .639 .841 .843 .000 .636 .636 .845 .531 .826 .867
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
962
Left
23 Out Total In
454 985 1439
Left
0 Right
28 Out In Total
40 28 68
Thru
426
Right
17 Total Out In
962 443 1405
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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
+0 mins. 4 209 213 0 5 5 82 4 86
+15 mins. 9 242 251 0 7 7 104 2 106
+30 mins. 4 225 229 0 5 5 126 8 134
+45 mins. 6 286 292 0 11 11 114 3 117
Total Volume 23 962 985 0 28 28 426 17 443
% App. Total 2.3 97.7 0 100 96.2 3.8
PHF .639 .841 .843 .000 .636 .636 .845 .531 .826
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 1 107 108 0 4 4 59 1 60 172
07:15 AM 0 135 135 0 2 2 61 0 61 198
07:30 AM 3 199 202 0 5 5 42 0 42 249
07:45 AM 6 175 181 0 5 5 70 1 71 257
Total 10 616 626 0 16 16 232 2 234 876
08:00 AM 4 197 201 0 5 5 73 4 77 283
08:15 AM 9 233 242 0 7 7 100 2 102 351
08:30 AM 4 216 220 0 5 5 118 8 126 351
08:45 AM 6 277 283 0 9 9 110 3 113 405
Total 23 923 946 0 26 26 401 17 418 1390
Grand Total 33 1539 1572 0 42 42 633 19 652 2266
Apprch % 2.1 97.9 0 100 97.1 2.9
Total % 1.5 67.9 69.4 0 1.9 1.9 27.9 0.8 28.8
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 4 197 201 0 5 5 73 4 77 283
08:15 AM 9 233 242 0 7 7 100 2 102 351
08:30 AM 4 216 220 0 5 5 118 8 126 351
08:45 AM 6 277 283 0 9 9 110 3 113 405
Total Volume 23 923 946 0 26 26 401 17 418 1390
% App. Total 2.4 97.6 0 100 95.9 4.1
PHF .639 .833 .836 .000 .722 .722 .850 .531 .829 .858
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
923
Left
23 Out Total In
427 946 1373
Left
0 Right
26 Out In Total
40 26 66
Thru
401
Right
17 Total Out In
923 418 1341
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM
+0 mins. 4 197 201 0 5 5 73 4 77
+15 mins. 9 233 242 0 7 7 100 2 102
+30 mins. 4 216 220 0 5 5 118 8 126
+45 mins. 6 277 283 0 9 9 110 3 113
Total Volume 23 923 946 0 26 26 401 17 418
% App. Total 2.4 97.6 0 100 95.9 4.1
PHF .639 .833 .836 .000 .722 .722 .850 .531 .829
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 6 6 0 0 0 4 0 4 10
07:15 AM 0 4 4 0 0 0 4 0 4 8
07:30 AM 0 6 6 0 0 0 5 0 5 11
07:45 AM 0 4 4 0 0 0 3 0 3 7
Total 0 20 20 0 0 0 16 0 16 36
08:00 AM 0 9 9 0 0 0 6 0 6 15
08:15 AM 0 5 5 0 0 0 2 0 2 7
08:30 AM 0 4 4 0 0 0 5 0 5 9
08:45 AM 0 6 6 0 1 1 1 0 1 8
Total 0 24 24 0 1 1 14 0 14 39
Grand Total 0 44 44 0 1 1 30 0 30 75
Apprch % 0 100 0 100 100 0
Total % 0 58.7 58.7 0 1.3 1.3 40 0 40
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 9 9 0 0 0 6 0 6 15
08:15 AM 0 5 5 0 0 0 2 0 2 7
08:30 AM 0 4 4 0 0 0 5 0 5 9
08:45 AM 0 6 6 0 1 1 1 0 1 8
Total Volume 0 24 24 0 1 1 14 0 14 39
% App. Total 0 100 0 100 100 0
PHF .000 .667 .667 .000 .250 .250 .583 .000 .583 .650
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
24 Left
0 Out Total In
15 24 39
Left
0 Right
1 Out In Total
0 1 1
Thru
14 Right
0 Total Out In
24 14 38
Peak Hour Begins at 08:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 9 9 0 0 0 6 0 6
+15 mins. 0 5 5 0 0 0 2 0 2
+30 mins. 0 4 4 0 0 0 5 0 5
+45 mins. 0 6 6 0 1 1 1 0 1
Total Volume 0 24 24 0 1 1 14 0 14
% App. Total 0 100 0 100 100 0
PHF .000 .667 .667 .000 .250 .250 .583 .000 .583
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 3 3 0 0 0 2 0 2 5
07:15 AM 0 2 2 0 0 0 4 0 4 6
07:30 AM 0 5 5 0 0 0 4 0 4 9
07:45 AM 0 5 5 0 0 0 3 0 3 8
Total 0 15 15 0 0 0 13 0 13 28
08:00 AM 0 3 3 0 0 0 3 0 3 6
08:15 AM 0 2 2 0 0 0 2 0 2 4
08:30 AM 0 5 5 0 0 0 3 0 3 8
08:45 AM 0 3 3 0 0 0 3 0 3 6
Total 0 13 13 0 0 0 11 0 11 24
Grand Total 0 28 28 0 0 0 24 0 24 52
Apprch % 0 100 0 0 100 0
Total % 0 53.8 53.8 0 0 0 46.2 0 46.2
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 3 3 0 0 0 3 0 3 6
08:15 AM 0 2 2 0 0 0 2 0 2 4
08:30 AM 0 5 5 0 0 0 3 0 3 8
08:45 AM 0 3 3 0 0 0 3 0 3 6
Total Volume 0 13 13 0 0 0 11 0 11 24
% App. Total 0 100 0 0 100 0
PHF .000 .650 .650 .000 .000 .000 .917 .000 .917 .750
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
13 Left
0 Out Total In
11 13 24
Left
0 Right
0 Out In Total
0 0 0
Thru
11 Right
0 Total Out In
13 11 24
Peak Hour Begins at 08:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 3 3 0 0 0 3 0 3
+15 mins. 0 2 2 0 0 0 2 0 2
+30 mins. 0 5 5 0 0 0 3 0 3
+45 mins. 0 3 3 0 0 0 3 0 3
Total Volume 0 13 13 0 0 0 11 0 11
% App. Total 0 100 0 0 100 0
PHF .000 .650 .650 .000 .000 .000 .917 .000 .917
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 3 3 0 0 0 2 0 2 5
07:30 AM 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 2 0 2 2
Total 0 3 3 0 0 0 4 0 4 7
08:00 AM 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 2 2 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 1 1 0 0 0 1
Total 0 2 2 0 1 1 0 0 0 3
Grand Total 0 5 5 0 1 1 4 0 4 10
Apprch % 0 100 0 100 100 0
Total % 0 50 50 0 10 10 40 0 40
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 2 2 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 1 1 0 0 0 1
Total Volume 0 2 2 0 1 1 0 0 0 3
% App. Total 0 100 0 100 0 0
PHF .000 .250 .250 .000 .250 .250 .000 .000 .000 .375
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
2 Left
0 Out Total In
1 2 3
Left
0 Right
1 Out In Total
0 1 1
Thru
0 Right
0 Total Out In
2 0 2
Peak Hour Begins at 08:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 2 2 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 1 1 0 0 0
Total Volume 0 2 2 0 1 1 0 0 0
% App. Total 0 100 0 100 0 0
PHF .000 .250 .250 .000 .250 .250 .000 .000 .000
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 03_BVH_Reev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 180 180 0 19 19 200 7 207 406
04:15 PM 0 157 157 0 16 16 209 6 215 388
04:30 PM 0 181 181 0 11 11 214 3 217 409
04:45 PM 2 163 165 1 11 12 212 1 213 390
Total 2 681 683 1 57 58 835 17 852 1593
05:00 PM 1 198 199 0 19 19 211 1 212 430
05:15 PM 0 161 161 2 15 17 250 6 256 434
05:30 PM 2 177 179 1 24 25 258 2 260 464
05:45 PM 1 196 197 1 10 11 213 5 218 426
Total 4 732 736 4 68 72 932 14 946 1754
Grand Total 6 1413 1419 5 125 130 1767 31 1798 3347
Apprch % 0.4 99.6 3.8 96.2 98.3 1.7
Total % 0.2 42.2 42.4 0.1 3.7 3.9 52.8 0.9 53.7
Passenger Vehicles 6 1371 1377 5 124 129 1719 31 1750 3256 % Passenger Vehicles 100 97 97 100 99.2 99.2 97.3 100 97.3 97.3 Large 2 Axle Vehicles 0 18 18 0 1 1 18 0 18 37
% Large 2 Axle Vehicles 0 1.3 1.3 0 0.8 0.8 1 0 1 1.1
3 Axle Vehicles 0 24 24 0 0 0 28 0 28 52
% 3 Axle Vehicles 0 1.7 1.7 0 0 0 1.6 0 1.6 1.6
4+ Axle Trucks 0 0 0 0 0 0 2 0 2 2
% 4+ Axle Trucks 0 0 0 0 0 0 0.1 0 0.1 0.1
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right 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 1 198 199 0 19 19 211 1 212 430
05:15 PM 0 161 161 2 15 17 250 6 256 434
05:30 PM 2 177 179 1 24 25 258 2 260 464
05:45 PM 1 196 197 1 10 11 213 5 218 426
Total Volume 4 732 736 4 68 72 932 14 946 1754
% App. Total 0.5 99.5 5.6 94.4 98.5 1.5
PHF .500 .924 .925 .500 .708 .720 .903 .583 .910 .945
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
732
Left
4 Out Total In
1000 736 1736
Left
4 Right
68 Out In Total
18 72 90
Thru
932
Right
14 Total Out In
736 946 1682
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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 05:00 PM
+0 mins. 1 198 199 1 11 12 211 1 212
+15 mins. 0 161 161 0 19 19 250 6 256
+30 mins. 2 177 179 2 15 17 258 2 260
+45 mins. 1 196 197 1 24 25 213 5 218
Total Volume 4 732 736 4 69 73 932 14 946
% App. Total 0.5 99.5 5.5 94.5 98.5 1.5
PHF .500 .924 .925 .500 .719 .730 .903 .583 .910
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 03_BVH_Reev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 177 177 0 19 19 195 7 202 398
04:15 PM 0 151 151 0 16 16 206 6 212 379
04:30 PM 0 173 173 0 10 10 205 3 208 391
04:45 PM 2 159 161 1 11 12 207 1 208 381
Total 2 660 662 1 56 57 813 17 830 1549
05:00 PM 1 195 196 0 19 19 205 1 206 421
05:15 PM 0 155 155 2 15 17 247 6 253 425
05:30 PM 2 173 175 1 24 25 245 2 247 447
05:45 PM 1 188 189 1 10 11 209 5 214 414
Total 4 711 715 4 68 72 906 14 920 1707
Grand Total 6 1371 1377 5 124 129 1719 31 1750 3256
Apprch % 0.4 99.6 3.9 96.1 98.2 1.8
Total % 0.2 42.1 42.3 0.2 3.8 4 52.8 1 53.7
Wilshire Boulevard
Westbound
Reeves Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 195 196 0 19 19 205 1 206 421
05:15 PM 0 155 155 2 15 17 247 6 253 425
05:30 PM 2 173 175 1 24 25 245 2 247 447
05:45 PM 1 188 189 1 10 11 209 5 214 414
Total Volume 4 711 715 4 68 72 906 14 920 1707
% App. Total 0.6 99.4 5.6 94.4 98.5 1.5
PHF .500 .912 .912 .500 .708 .720 .917 .583 .909 .955
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
711
Left
4 Out Total In
974 715 1689
Left
4 Right
68 Out In Total
18 72 90
Thru
906
Right
14 Total Out In
715 920 1635
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM
+0 mins. 1 195 196 0 19 19 205 1 206
+15 mins. 0 155 155 2 15 17 247 6 253
+30 mins. 2 173 175 1 24 25 245 2 247
+45 mins. 1 188 189 1 10 11 209 5 214
Total Volume 4 711 715 4 68 72 906 14 920
% App. Total 0.6 99.4 5.6 94.4 98.5 1.5
PHF .500 .912 .912 .500 .708 .720 .917 .583 .909
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
9 Left
0 Out Total In
11 9 20
Left
0 Right
0 Out In Total
0 0 0
Thru
11 Right
0 Total Out In
9 11 20
Peak Hour Begins at 05:00 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 1 1 0 0 0 1 0 1
+15 mins. 0 3 3 0 0 0 3 0 3
+30 mins. 0 2 2 0 0 0 6 0 6
+45 mins. 0 3 3 0 0 0 1 0 1
Total Volume 0 9 9 0 0 0 11 0 11
% App. Total 0 100 0 0 100 0
PHF .000 .750 .750 .000 .000 .000 .458 .000 .458
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
12 Left
0 Out Total In
14 12 26
Left
0 Right
0 Out In Total
0 0 0
Thru
14 Right
0 Total Out In
12 14 26
Peak Hour Begins at 05:00 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 2 2 0 0 0 5 0 5
+15 mins. 0 3 3 0 0 0 0 0 0
+30 mins. 0 2 2 0 0 0 6 0 6
+45 mins. 0 5 5 0 0 0 3 0 3
Total Volume 0 12 12 0 0 0 14 0 14
% App. Total 0 100 0 0 100 0
PHF .000 .600 .600 .000 .000 .000 .583 .000 .583
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
I I I
File Name : 03_BVH_Reev_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Wilshire Boulevard
Weather: Clear
Wilshire Boulevard
Wilshire Boulevard
Reeves Drive
Thru
0 Left
0 Out Total In
1 0 1
Left
0 Right
0 Out In Total
0 0 0
Thru
1 Right
0 Total Out In
0 1 1
Peak Hour Begins at 05:00 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 1 0 1
+45 mins. 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 1 0 1
% App. Total 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .250 .000 .250
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

North Leg East Leg South Leg West Leg
Reeves Dr Wilshire Blvd Reeves Dr Wilshire Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
0750 12
0 10 7 1 18
0841 13
0340 7
0680 14
0540 9
0 15 16 0 31
0 9 10 1 20
0 63 58 3 124
North Leg East Leg South Leg West Leg
Reeves Dr Wilshire Blvd Reeves Dr Wilshire Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
0 0 22 1 23
0 0 24 7 31
0 4 13 2 19
0 8 16 1 25
0 27 21 1 49
0 12 12 0 24
0 14 16 0 30
0 10 14 0 24
0 75 138 12 225
Beverly Hills
Reeves Dr
Wilshire Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000000 1
000010000000 1
000010000000 1
000100000000 1
000000000010 1
000000000000 0
000100000000 1
000000000000 0
000230000010 6
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000020 2
000000000000 0
000010000020 3
000000000000 0
000000000020 2
000010000010 2
000010000030 4
000000000010 1
0 0 0 0 3 0 0 0 0 0 11 0 14
Wilshire Blvd
Reeves Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Reeves Dr Wilshire Blvd Reeves Dr Wilshire Blvd
TOTAL VOLUMES:

Reeves Dr Wilshire Blvd Reeves Dr Wilshire Blvd
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 0 1 2 115 1 118 0 0 1 1 1 67 1 69 189
07:15 AM 0 0 0 0 2 139 0 141 0 0 0 0 0 71 0 71 212
07:30 AM 0 0 2 2 3 204 2 209 0 0 5 5 0 53 3 56 272
07:45 AM 1 0 0 1 3 186 0 189 0 0 3 3 0 80 1 81 274
Total 2 0 2 4 10 644 3 657 0 0 9 9 1 271 5 277 947
08:00 AM 0 0 0 0 6 220 0 226 0 0 2 2 0 87 1 88 316
08:15 AM 0 0 0 0 3 249 0 252 0 0 6 6 0 106 3 109 367
08:30 AM 0 0 0 0 2 224 0 226 0 0 4 4 0 126 3 129 359
08:45 AM 0 0 0 0 1 285 0 286 0 0 9 9 0 115 7 122 417
Total 0 0 0 0 12 978 0 990 0 0 21 21 0 434 14 448 1459
Grand Total 2 0 2 4 22 1622 3 1647 0 0 30 30 1 705 19 725 2406 Apprch % 50 0 50 1.3 98.5 0.2 0 0 100 0.1 97.2 2.6
Total % 0.1 0 0.1 0.2 0.9 67.4 0.1 68.5 0 0 1.2 1.2 0 29.3 0.8 30.1 Passenger Vehicles 1 0 1 2 20 1546 2 1568 0 0 29 29 1 647 18 666 2265 % Passenger Vehicles 50 0 50 50 90.9 95.3 66.7 95.2 0 0 96.7 96.7 100 91.8 94.7 91.9 94.1 Large 2 Axle Vehicles 1 0 1 2 1 43 1 45 0 0 1 1 0 28 1 29 77 % Large 2 Axle Vehicles 50 0 50 50 4.5 2.7 33.3 2.7 0 0 3.3 3.3 0 4 5.3 4 3.2 3 Axle Vehicles 0 0 0 0 0 28 0 28 0 0 0 0 0 25 0 25 53
% 3 Axle Vehicles 0 0 0 0 0 1.7 0 1.7 0 0 0 0 0 3.5 0 3.4 2.2 4+ Axle Trucks 0 0 0 0 1 5 0 6 0 0 0 0 0 5 0 5 11
% 4+ Axle Trucks 0 0 0 0 4.5 0.3 0 0.4 0 0 0 0 0 0.7 0 0.7 0.5 Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 0 0 0 0 6 220 0 226 0 0 2 2 0 87 1 88 316
08:15 AM 0 0 0 0 3 249 0 252 0 0 6 6 0 106 3 109 367
08:30 AM 0 0 0 0 2 224 0 226 0 0 4 4 0 126 3 129 359
08:45 AM 0 0 0 0 1 285 0 286 0 0 9 9 0 115 7 122 417
Total Volume 0 0 0 0 12 978 0 990 0 0 21 21 0 434 14 448 1459 % App. Total 0 0 0 1.2 98.8 0 0 0 100 0 96.9 3.1
PHF .000 .000 .000 .000 .500 .858 .000 .865 .000 .000 .583 .583 .000 .861 .500 .868 .875 Counts Unlimited, Inc.

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

I I I I I
File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
978
Left
12 Out Total In
455 990 1445
Left
0 Thru
0 Right
21 Out In Total
26 21 47
Left
0 Thru
434
Right
14 Total Out In
978 448 1426
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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:
07:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 1 0 0 1 6 220 0 226 0 0 2 2 0 87 1 88
+15 mins. 0 0 0 0 3 249 0 252 0 0 6 6 0 106 3 109
+30 mins. 0 0 2 2 2 224 0 226 0 0 4 4 0 126 3 129
+45 mins. 1 0 0 1 1 285 0 286 0 0 9 9 0 115 7 122
Total Volume 2 0 2 4 12 978 0 990 0 0 21 21 0 434 14 448 % App. Total 50 0 50 1.2 98.8 0 0 0 100 0 96.9 3.1
PHF .500 .000 .250 .500 .500 .858 .000 .865 .000 .000 .583 .583 .000 .861 .500 .868 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 0 1 2 105 1 108 0 0 1 1 1 62 0 63 173
07:15 AM 0 0 0 0 2 130 0 132 0 0 0 0 0 62 0 62 194
07:30 AM 0 0 1 1 2 194 1 197 0 0 4 4 0 44 3 47 249
07:45 AM 0 0 0 0 3 178 0 181 0 0 3 3 0 72 1 73 257
Total 1 0 1 2 9 607 2 618 0 0 8 8 1 240 4 245 873
08:00 AM 0 0 0 0 5 208 0 213 0 0 2 2 0 78 1 79 294
08:15 AM 0 0 0 0 3 241 0 244 0 0 6 6 0 102 3 105 355
08:30 AM 0 0 0 0 2 215 0 217 0 0 4 4 0 118 3 121 342
08:45 AM 0 0 0 0 1 275 0 276 0 0 9 9 0 109 7 116 401
Total 0 0 0 0 11 939 0 950 0 0 21 21 0 407 14 421 1392
Grand Total 1 0 1 2 20 1546 2 1568 0 0 29 29 1 647 18 666 2265 Apprch % 50 0 50 1.3 98.6 0.1 0 0 100 0.2 97.1 2.7
Total % 0 0 0 0.1 0.9 68.3 0.1 69.2 0 0 1.3 1.3 0 28.6 0.8 29.4 Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 5 208 0 213 0 0 2 2 0 78 1 79 294
08:15 AM 0 0 0 0 3 241 0 244 0 0 6 6 0 102 3 105 355
08:30 AM 0 0 0 0 2 215 0 217 0 0 4 4 0 118 3 121 342
08:45 AM 0 0 0 0 1 275 0 276 0 0 9 9 0 109 7 116 401
Total Volume 0 0 0 0 11 939 0 950 0 0 21 21 0 407 14 421 1392 % App. Total 0 0 0 1.2 98.8 0 0 0 100 0 96.7 3.3
PHF .000 .000 .000 .000 .550 .854 .000 .861 .000 .000 .583 .583 .000 .862 .500 .870 .868 Counts Unlimited, Inc.

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

I I I I I
File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
939
Left
11 Out Total In
428 950 1378
Left
0 Thru
0 Right
21 Out In Total
25 21 46
Left
0 Thru
407
Right
14 Total Out In
939 421 1360
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 5 208 0 213 0 0 2 2 0 78 1 79
+15 mins. 0 0 0 0 3 241 0 244 0 0 6 6 0 102 3 105
+30 mins. 0 0 0 0 2 215 0 217 0 0 4 4 0 118 3 121
+45 mins. 0 0 0 0 1 275 0 276 0 0 9 9 0 109 7 116
Total Volume 0 0 0 0 11 939 0 950 0 0 21 21 0 407 14 421 % App. Total 0 0 0 1.2 98.8 0 0 0 100 0 96.7 3.3
PHF .000 .000 .000 .000 .550 .854 .000 .861 .000 .000 .583 .583 .000 .862 .500 .870 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 6 0 6 0 0 0 0 0 2 1 3 9
07:15 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
07:30 AM 0 0 1 1 1 5 1 7 0 0 1 1 0 5 0 5 14
07:45 AM 1 0 0 1 0 4 0 4 0 0 0 0 0 3 0 3 8
Total 1 0 1 2 1 19 1 21 0 0 1 1 0 13 1 14 38
08:00 AM 0 0 0 0 0 9 0 9 0 0 0 0 0 5 0 5 14
08:15 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2 6
08:30 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5 9
08:45 AM 0 0 0 0 0 7 0 7 0 0 0 0 0 3 0 3 10
Total 0 0 0 0 0 24 0 24 0 0 0 0 0 15 0 15 39
Grand Total 1 0 1 2 1 43 1 45 0 0 1 1 0 28 1 29 77
Apprch % 50 0 50 2.2 95.6 2.2 0 0 100 0 96.6 3.4
Total % 1.3 0 1.3 2.6 1.3 55.8 1.3 58.4 0 0 1.3 1.3 0 36.4 1.3 37.7 Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 9 0 9 0 0 0 0 0 5 0 5 14
08:15 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2 6
08:30 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5 9
08:45 AM 0 0 0 0 0 7 0 7 0 0 0 0 0 3 0 3 10
Total Volume 0 0 0 0 0 24 0 24 0 0 0 0 0 15 0 15 39
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .667 .000 .667 .000 .000 .000 .000 .000 .750 .000 .750 .696 Counts Unlimited, Inc.

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

I I I I I
File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
24 Left
0 Out Total In
15 24 39
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
15 Right
0 Total Out In
24 15 39
Peak Hour Begins at 08:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 9 0 9 0 0 0 0 0 5 0 5
+15 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 2 0 2
+30 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 5 0 5
+45 mins. 0 0 0 0 0 7 0 7 0 0 0 0 0 3 0 3
Total Volume 0 0 0 0 0 24 0 24 0 0 0 0 0 15 0 15
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .667 .000 .667 .000 .000 .000 .000 .000 .750 .000 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 4 0 4 6
07:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 4 0 4 9
07:45 AM 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3 7
Total 0 0 0 0 0 15 0 15 0 0 0 0 0 14 0 14 29
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4 7
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2 5
Total 0 0 0 0 0 13 0 13 0 0 0 0 0 11 0 11 24
Grand Total 0 0 0 0 0 28 0 28 0 0 0 0 0 25 0 25 53
Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 52.8 0 52.8 0 0 0 0 0 47.2 0 47.2
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4 7
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2 5
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 11 0 11 24
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .688 .000 .688 .750 Counts Unlimited, Inc.

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

I I I I I
File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
13 Left
0 Out Total In
11 13 24
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
11 Right
0 Total Out In
13 11 24
Peak Hour Begins at 08:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2
+30 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3
+45 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 11 0 11
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .688 .000 .688 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2 5
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
Total 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4 7
08:00 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Total 0 0 0 0 1 2 0 3 0 0 0 0 0 1 0 1 4
Grand Total 0 0 0 0 1 5 0 6 0 0 0 0 0 5 0 5 11
Apprch % 0 0 0 16.7 83.3 0 0 0 0 0 100 0
Total % 0 0 0 0 9.1 45.5 0 54.5 0 0 0 0 0 45.5 0 45.5
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Total Volume 0 0 0 0 1 2 0 3 0 0 0 0 0 1 0 1 4
% App. Total 0 0 0 33.3 66.7 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .250 .250 .000 .375 .000 .000 .000 .000 .000 .250 .000 .250 .500 Counts Unlimited, Inc.

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

I I I I I
File Name : 04_BVH_S Can_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
2 Left
1 Out Total In
1 3 4
Left
0 Thru
0 Right
0 Out In Total
1 0 1
Left
0 Thru
1 Right
0 Total Out In
2 1 3
Peak Hour Begins at 08:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
Total Volume 0 0 0 0 1 2 0 3 0 0 0 0 0 1 0 1
% App. Total 0 0 0 33.3 66.7 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .250 .250 .000 .375 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 4 173 0 177 0 0 10 10 0 202 7 209 396
04:15 PM 0 0 0 0 8 156 0 164 0 0 13 13 0 221 6 227 404
04:30 PM 0 0 0 0 5 181 0 186 0 0 7 7 0 215 5 220 413
04:45 PM 0 0 0 0 9 164 0 173 0 0 12 12 0 220 3 223 408
Total 0 0 0 0 26 674 0 700 0 0 42 42 0 858 21 879 1621
05:00 PM 0 0 0 0 9 200 0 209 0 0 17 17 0 218 4 222 448
05:15 PM 0 0 0 0 0 161 0 161 0 0 16 16 0 263 2 265 442
05:30 PM 0 0 0 0 2 179 0 181 0 0 8 8 0 276 1 277 466
05:45 PM 0 0 0 0 6 197 0 203 1 0 6 7 0 219 1 220 430
Total 0 0 0 0 17 737 0 754 1 0 47 48 0 976 8 984 1786
Grand Total 0 0 0 0 43 1411 0 1454 1 0 89 90 0 1834 29 1863 3407 Apprch % 0 0 0 3 97 0 1.1 0 98.9 0 98.4 1.6
Total % 0 0 0 0 1.3 41.4 0 42.7 0 0 2.6 2.6 0 53.8 0.9 54.7 Passenger Vehicles 0 0 0 0 43 1367 0 1410 1 0 89 90 0 1786 28 1814 3314 % Passenger Vehicles 0 0 0 0 100 96.9 0 97 100 0 100 100 0 97.4 96.6 97.4 97.3 Large 2 Axle Vehicles 0 0 0 0 0 18 0 18 0 0 0 0 0 18 1 19 37 % Large 2 Axle Vehicles 0 0 0 0 0 1.3 0 1.2 0 0 0 0 0 1 3.4 1 1.1 3 Axle Vehicles 0 0 0 0 0 26 0 26 0 0 0 0 0 28 0 28 54
% 3 Axle Vehicles 0 0 0 0 0 1.8 0 1.8 0 0 0 0 0 1.5 0 1.5 1.6 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 0 0.1 0.1 Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 0 0 0 0 9 200 0 209 0 0 17 17 0 218 4 222 448
05:15 PM 0 0 0 0 0 161 0 161 0 0 16 16 0 263 2 265 442
05:30 PM 0 0 0 0 2 179 0 181 0 0 8 8 0 276 1 277 466
05:45 PM 0 0 0 0 6 197 0 203 1 0 6 7 0 219 1 220 430
Total Volume 0 0 0 0 17 737 0 754 1 0 47 48 0 976 8 984 1786 % App. Total 0 0 0 2.3 97.7 0 2.1 0 97.9 0 99.2 0.8
PHF .000 .000 .000 .000 .472 .921 .000 .902 .250 .000 .691 .706 .000 .884 .500 .888 .958 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
737
Left
17 Out Total In
1023 754 1777
Left
1 Thru
0 Right
47 Out In Total
25 48 73
Left
0 Thru
976
Right
8 Total Out In
738 984 1722
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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:
04:00 PM 05:00 PM 04:45 PM 04:45 PM
+0 mins. 0 0 0 0 9 200 0 209 0 0 12 12 0 220 3 223
+15 mins. 0 0 0 0 0 161 0 161 0 0 17 17 0 218 4 222
+30 mins. 0 0 0 0 2 179 0 181 0 0 16 16 0 263 2 265
+45 mins. 0 0 0 0 6 197 0 203 0 0 8 8 0 276 1 277
Total Volume 0 0 0 0 17 737 0 754 0 0 53 53 0 977 10 987 % App. Total 0 0 0 2.3 97.7 0 0 0 100 0 99 1
PHF .000 .000 .000 .000 .472 .921 .000 .902 .000 .000 .779 .779 .000 .885 .625 .891 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 4 170 0 174 0 0 10 10 0 197 7 204 388
04:15 PM 0 0 0 0 8 149 0 157 0 0 13 13 0 219 6 225 395
04:30 PM 0 0 0 0 5 173 0 178 0 0 7 7 0 206 4 210 395
04:45 PM 0 0 0 0 9 160 0 169 0 0 12 12 0 214 3 217 398
Total 0 0 0 0 26 652 0 678 0 0 42 42 0 836 20 856 1576
05:00 PM 0 0 0 0 9 196 0 205 0 0 17 17 0 212 4 216 438
05:15 PM 0 0 0 0 0 155 0 155 0 0 16 16 0 260 2 262 433
05:30 PM 0 0 0 0 2 175 0 177 0 0 8 8 0 264 1 265 450
05:45 PM 0 0 0 0 6 189 0 195 1 0 6 7 0 214 1 215 417
Total 0 0 0 0 17 715 0 732 1 0 47 48 0 950 8 958 1738
Grand Total 0 0 0 0 43 1367 0 1410 1 0 89 90 0 1786 28 1814 3314 Apprch % 0 0 0 3 97 0 1.1 0 98.9 0 98.5 1.5
Total % 0 0 0 0 1.3 41.2 0 42.5 0 0 2.7 2.7 0 53.9 0.8 54.7 Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 9 196 0 205 0 0 17 17 0 212 4 216 438
05:15 PM 0 0 0 0 0 155 0 155 0 0 16 16 0 260 2 262 433
05:30 PM 0 0 0 0 2 175 0 177 0 0 8 8 0 264 1 265 450
05:45 PM 0 0 0 0 6 189 0 195 1 0 6 7 0 214 1 215 417
Total Volume 0 0 0 0 17 715 0 732 1 0 47 48 0 950 8 958 1738 % App. Total 0 0 0 2.3 97.7 0 2.1 0 97.9 0 99.2 0.8
PHF .000 .000 .000 .000 .472 .912 .000 .893 .250 .000 .691 .706 .000 .900 .500 .904 .966 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
715
Left
17 Out Total In
997 732 1729
Left
1 Thru
0 Right
47 Out In Total
25 48 73
Left
0 Thru
950
Right
8 Total Out In
716 958 1674
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 9 196 0 205 0 0 17 17 0 212 4 216
+15 mins. 0 0 0 0 0 155 0 155 0 0 16 16 0 260 2 262
+30 mins. 0 0 0 0 2 175 0 177 0 0 8 8 0 264 1 265
+45 mins. 0 0 0 0 6 189 0 195 1 0 6 7 0 214 1 215
Total Volume 0 0 0 0 17 715 0 732 1 0 47 48 0 950 8 958 % App. Total 0 0 0 2.3 97.7 0 2.1 0 97.9 0 99.2 0.8
PHF .000 .000 .000 .000 .472 .912 .000 .893 .250 .000 .691 .706 .000 .900 .500 .904 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 1 3
04:15 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 1 0 1 4
04:30 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 1 4 7
04:45 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 2 0 2 3
Total 0 0 0 0 0 9 0 9 0 0 0 0 0 7 1 8 17
05:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
05:15 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6
05:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5 7
05:45 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2 5
Total 0 0 0 0 0 9 0 9 0 0 0 0 0 11 0 11 20
Grand Total 0 0 0 0 0 18 0 18 0 0 0 0 0 18 1 19 37
Apprch % 0 0 0 0 100 0 0 0 0 0 94.7 5.3
Total % 0 0 0 0 0 48.6 0 48.6 0 0 0 0 0 48.6 2.7 51.4
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1 2
05:15 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6
05:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5 7
05:45 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2 5
Total Volume 0 0 0 0 0 9 0 9 0 0 0 0 0 11 0 11 20
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .750 .000 .750 .000 .000 .000 .000 .000 .550 .000 .550 .714 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
9 Left
0 Out Total In
11 9 20
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
11 Right
0 Total Out In
9 11 20
Peak Hour Begins at 05:00 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 1
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3
+30 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5
+45 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 2 0 2
Total Volume 0 0 0 0 0 9 0 9 0 0 0 0 0 11 0 11
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .750 .000 .750 .000 .000 .000 .000 .000 .550 .000 .550 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 1 0 1 0 0 0 0 0 4 0 4 5
04:15 PM 0 0 0 0 0 4 0 4 0 0 0 0 0 1 0 1 5
04:30 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 5 0 5 10
04:45 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4 7
Total 0 0 0 0 0 13 0 13 0 0 0 0 0 14 0 14 27
05:00 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 5 0 5 8
05:15 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 3
05:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 6 0 6 8
05:45 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
Total 0 0 0 0 0 13 0 13 0 0 0 0 0 14 0 14 27
Grand Total 0 0 0 0 0 26 0 26 0 0 0 0 0 28 0 28 54
Apprch % 0 0 0 0 100 0 0 0 0 0 100 0
Total % 0 0 0 0 0 48.1 0 48.1 0 0 0 0 0 51.9 0 51.9
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 5 0 5 8
05:15 PM 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0 3
05:30 PM 0 0 0 0 0 2 0 2 0 0 0 0 0 6 0 6 8
05:45 PM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 14 0 14 27
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .583 .000 .583 .844 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
13 Left
0 Out Total In
14 13 27
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
14 Right
0 Total Out In
13 14 27
Peak Hour Begins at 05:00 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 5 0 5
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 6 0 6
+45 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 14 0 14
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .583 .000 .583 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
04:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Grand Total 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
Apprch % 0 0 0 0 0 0 0 0 0 0 100 0
Total % 0 0 0 0 0 0 0 0 0 0 0 0 0 100 0 100
Construction Driveway
Southbound
Wilshire Boulevard
Westbound
S Canon Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
05:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
% App. Total 0 0 0 0 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_BVH_S Can_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Wilshire Boulevard
Weather: Clear
Construction Driveway
Wilshire Boulevard
Wilshire Boulevard
S Canon Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
1 Right
0 Total Out In
0 1 1
Peak Hour Begins at 05:00 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
% App. Total 0 0 0 0 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 8 13 11 32 2 105 20 127 3 7 4 14 5 61 2 68 241 07:15 AM 14 9 17 40 0 125 27 152 1 7 1 9 4 64 1 69 270
07:30 AM 17 11 15 43 2 197 34 233 1 15 2 18 7 48 0 55 349 07:45 AM 23 16 14 53 0 179 47 226 1 19 4 24 6 74 0 80 383 Total 62 49 57 168 4 606 128 738 6 48 11 65 22 247 3 272 1243 08:00 AM 21 12 17 50 5 202 31 238 2 21 1 24 4 85 4 93 405 08:15 AM 33 22 24 79 1 227 26 254 4 21 2 27 11 99 1 111 471 08:30 AM 29 26 20 75 5 211 38 254 2 34 3 39 10 117 1 128 496 08:45 AM 53 28 25 106 5 261 22 288 4 27 4 35 13 110 3 126 555 Total 136 88 86 310 16 901 117 1034 12 103 10 125 38 411 9 458 1927 Grand Total 198 137 143 478 20 1507 245 1772 18 151 21 190 60 658 12 730 3170 Apprch % 41.4 28.7 29.9 1.1 85 13.8 9.5 79.5 11.1 8.2 90.1 1.6 Total % 6.2 4.3 4.5 15.1 0.6 47.5 7.7 55.9 0.6 4.8 0.7 6 1.9 20.8 0.4 23 Passenger Vehicles 195 135 139 469 20 1439 241 1700 15 148 21 184 57 601 11 669 3022 % Passenger Vehicles 98.5 98.5 97.2 98.1 100 95.5 98.4 95.9 83.3 98 100 96.8 95 91.3 91.7 91.6 95.3 Large 2 Axle Vehicles 2 2 3 7 0 35 3 38 3 2 0 5 2 26 1 29 79 % Large 2 Axle Vehicles 1 1.5 2.1 1.5 0 2.3 1.2 2.1 16.7 1.3 0 2.6 3.3 4 8.3 4 2.5 3 Axle Vehicles 1 0 1 2 0 29 1 30 0 1 0 1 0 26 0 26 59
% 3 Axle Vehicles 0.5 0 0.7 0.4 0 1.9 0.4 1.7 0 0.7 0 0.5 0 4 0 3.6 1.9 4+ Axle Trucks 0 0 0 0 0 4 0 4 0 0 0 0 1 5 0 6 10
% 4+ Axle Trucks 0 0 0 0 0 0.3 0 0.2 0 0 0 0 1.7 0.8 0 0.8 0.3 Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 21 12 17 50 5 202 31 238 2 21 1 24 4 85 4 93 405 08:15 AM 33 22 24 79 1 227 26 254 4 21 2 27 11 99 1 111 471 08:30 AM 29 26 20 75 5 211 38 254 2 34 3 39 10 117 1 128 496 08:45 AM 53 28 25 106 5 261 22 288 4 27 4 35 13 110 3 126 555 Total Volume 136 88 86 310 16 901 117 1034 12 103 10 125 38 411 9 458 1927 % App. Total 43.9 28.4 27.7 1.5 87.1 11.3 9.6 82.4 8 8.3 89.7 2 PHF .642 .786 .860 .731 .800 .863 .770 .898 .750 .757 .625 .801 .731 .878 .563 .895 .868 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
86 Thru
88 Left
136
Out In Total
258 310 568
Right
117
Thru
901
Left
16 Out Total In
557 1034 1591
Left
12 Thru
103
Right
10 Out In Total
113 125 238
Left
38 Thru
411
Right
9 Total Out In
999 458 1457
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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. 21 12 17 50 5 202 31 238 2 21 1 24 4 85 4 93
+15 mins. 33 22 24 79 1 227 26 254 4 21 2 27 11 99 1 111 +30 mins. 29 26 20 75 5 211 38 254 2 34 3 39 10 117 1 128 +45 mins. 53 28 25 106 5 261 22 288 4 27 4 35 13 110 3 126 Total Volume 136 88 86 310 16 901 117 1034 12 103 10 125 38 411 9 458 % App. Total 43.9 28.4 27.7 1.5 87.1 11.3 9.6 82.4 8 8.3 89.7 2 PHF .642 .786 .860 .731 .800 .863 .770 .898 .750 .757 .625 .801 .731 .878 .563 .895 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 7 13 11 31 2 98 20 120 2 6 4 12 5 56 2 63 226
07:15 AM 14 8 17 39 0 118 27 145 0 7 1 8 4 55 1 60 252
07:30 AM 17 11 14 42 2 187 33 222 1 14 2 17 7 38 0 45 326 07:45 AM 23 16 14 53 0 170 46 216 1 19 4 24 6 65 0 71 364 Total 61 48 56 165 4 573 126 703 4 46 11 61 22 214 3 239 1168 08:00 AM 21 12 15 48 5 192 31 228 2 21 1 24 4 77 3 84 384 08:15 AM 32 22 23 77 1 220 25 246 4 21 2 27 11 95 1 107 457 08:30 AM 28 26 20 74 5 202 37 244 2 33 3 38 9 110 1 120 476 08:45 AM 53 27 25 105 5 252 22 279 3 27 4 34 11 105 3 119 537 Total 134 87 83 304 16 866 115 997 11 102 10 123 35 387 8 430 1854 Grand Total 195 135 139 469 20 1439 241 1700 15 148 21 184 57 601 11 669 3022 Apprch % 41.6 28.8 29.6 1.2 84.6 14.2 8.2 80.4 11.4 8.5 89.8 1.6 Total % 6.5 4.5 4.6 15.5 0.7 47.6 8 56.3 0.5 4.9 0.7 6.1 1.9 19.9 0.4 22.1 Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 21 12 15 48 5 192 31 228 2 21 1 24 4 77 3 84 384 08:15 AM 32 22 23 77 1 220 25 246 4 21 2 27 11 95 1 107 457 08:30 AM 28 26 20 74 5 202 37 244 2 33 3 38 9 110 1 120 476 08:45 AM 53 27 25 105 5 252 22 279 3 27 4 34 11 105 3 119 537 Total Volume 134 87 83 304 16 866 115 997 11 102 10 123 35 387 8 430 1854 % App. Total 44.1 28.6 27.3 1.6 86.9 11.5 8.9 82.9 8.1 8.1 90 1.9 PHF .632 .806 .830 .724 .800 .859 .777 .893 .688 .773 .625 .809 .795 .880 .667 .896 .863 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
83 Thru
87 Left
134
Out In Total
252 304 556
Right
115
Thru
866
Left
16 Out Total In
531 997 1528
Left
11 Thru
102
Right
10 Out In Total
111 123 234
Left
35 Thru
387
Right
8 Total Out In
960 430 1390
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 21 12 15 48 5 192 31 228 2 21 1 24 4 77 3 84
+15 mins. 32 22 23 77 1 220 25 246 4 21 2 27 11 95 1 107 +30 mins. 28 26 20 74 5 202 37 244 2 33 3 38 9 110 1 120 +45 mins. 53 27 25 105 5 252 22 279 3 27 4 34 11 105 3 119 Total Volume 134 87 83 304 16 866 115 997 11 102 10 123 35 387 8 430 % App. Total 44.1 28.6 27.3 1.6 86.9 11.5 8.9 82.9 8.1 8.1 90 1.9 PHF .632 .806 .830 .724 .800 .859 .777 .893 .688 .773 .625 .809 .795 .880 .667 .896 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 3 0 3 1 1 0 2 0 2 0 2 7
07:15 AM 0 1 0 1 0 3 0 3 1 0 0 1 0 3 0 3 8
07:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 6 0 6 11
07:45 AM 0 0 0 0 0 4 1 5 0 0 0 0 0 3 0 3 8
Total 0 1 0 1 0 15 1 16 2 1 0 3 0 14 0 14 34
08:00 AM 0 0 2 2 0 7 0 7 0 0 0 0 0 4 1 5 14
08:15 AM 1 0 1 2 0 3 1 4 0 0 0 0 0 2 0 2 8
08:30 AM 1 0 0 1 0 4 1 5 0 1 0 1 1 4 0 5 12
08:45 AM 0 1 0 1 0 6 0 6 1 0 0 1 1 2 0 3 11
Total 2 1 3 6 0 20 2 22 1 1 0 2 2 12 1 15 45
Grand Total 2 2 3 7 0 35 3 38 3 2 0 5 2 26 1 29 79
Apprch % 28.6 28.6 42.9 0 92.1 7.9 60 40 0 6.9 89.7 3.4 Total % 2.5 2.5 3.8 8.9 0 44.3 3.8 48.1 3.8 2.5 0 6.3 2.5 32.9 1.3 36.7 Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 2 2 0 7 0 7 0 0 0 0 0 4 1 5 14
08:15 AM 1 0 1 2 0 3 1 4 0 0 0 0 0 2 0 2 8
08:30 AM 1 0 0 1 0 4 1 5 0 1 0 1 1 4 0 5 12
08:45 AM 0 1 0 1 0 6 0 6 1 0 0 1 1 2 0 3 11
Total Volume 2 1 3 6 0 20 2 22 1 1 0 2 2 12 1 15 45
% App. Total 33.3 16.7 50 0 90.9 9.1 50 50 0 13.3 80 6.7 PHF .500 .250 .375 .750 .000 .714 .500 .786 .250 .250 .000 .500 .500 .750 .250 .750 .804 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
3 Thru
1 Left
2 Out In Total
5 6 11
Right
2 Thru
20 Left
0 Out Total In
14 22 36
Left
1 Thru
1 Right
0 Out In Total
2 2 4
Left
2 Thru
12 Right
1 Total Out In
24 15 39
Peak Hour Begins at 08:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 2 2 0 7 0 7 0 0 0 0 0 4 1 5
+15 mins. 1 0 1 2 0 3 1 4 0 0 0 0 0 2 0 2
+30 mins. 1 0 0 1 0 4 1 5 0 1 0 1 1 4 0 5
+45 mins. 0 1 0 1 0 6 0 6 1 0 0 1 1 2 0 3
Total Volume 2 1 3 6 0 20 2 22 1 1 0 2 2 12 1 15
% App. Total 33.3 16.7 50 0 90.9 9.1 50 50 0 13.3 80 6.7 PHF .500 .250 .375 .750 .000 .714 .500 .786 .250 .250 .000 .500 .500 .750 .250 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 0 1 0 4 0 4 0 0 0 0 0 3 0 3 8
07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 4 0 4 6
07:30 AM 0 0 1 1 0 5 1 6 0 1 0 1 0 4 0 4 12
07:45 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
Total 1 0 1 2 0 16 1 17 0 1 0 1 0 14 0 14 34
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4 7
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6
Total 0 0 0 0 0 13 0 13 0 0 0 0 0 12 0 12 25
Grand Total 1 0 1 2 0 29 1 30 0 1 0 1 0 26 0 26 59
Apprch % 50 0 50 0 96.7 3.3 0 100 0 0 100 0
Total % 1.7 0 1.7 3.4 0 49.2 1.7 50.8 0 1.7 0 1.7 0 44.1 0 44.1 Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4 7
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
08:30 AM 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3 8
08:45 AM 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3 6
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 12 0 12 25
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .750 .000 .750 .781 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
13 Left
0 Out Total In
12 13 25
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
12 Right
0 Total Out In
13 12 25
Peak Hour Begins at 08:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 4 0 4
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2
+30 mins. 0 0 0 0 0 5 0 5 0 0 0 0 0 3 0 3
+45 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 3 0 3
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 12 0 12
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .650 .000 .650 .000 .000 .000 .000 .000 .750 .000 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 2 0 2 4
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 3
Total 0 0 0 0 0 2 0 2 0 0 0 0 0 5 0 5 7
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
Total 0 0 0 0 0 2 0 2 0 0 0 0 1 0 0 1 3
Grand Total 0 0 0 0 0 4 0 4 0 0 0 0 1 5 0 6 10
Apprch % 0 0 0 0 100 0 0 0 0 16.7 83.3 0
Total % 0 0 0 0 0 40 0 40 0 0 0 0 10 50 0 60
Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 2
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 1 0 0 1 3
% App. Total 0 0 0 0 100 0 0 0 0 100 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .250 .000 .000 .250 .375 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
0 Thru
2 Left
0 Out Total In
0 2 2
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
1 Thru
0 Right
0 Total Out In
2 1 3
Peak Hour Begins at 08:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
Total Volume 0 0 0 0 0 2 0 2 0 0 0 0 1 0 0 1
% App. Total 0 0 0 0 100 0 0 0 0 100 0 0
PHF .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .250 .000 .000 .250 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 05_BVH_Cres_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 63 67 35 165 5 131 49 185 3 29 5 37 12 193 3 208 595 04:15 PM 52 61 29 142 3 129 28 160 1 22 9 32 16 220 2 238 572 04:30 PM 60 51 43 154 7 134 25 166 3 32 10 45 12 198 2 212 577 04:45 PM 64 35 33 132 2 140 31 173 2 32 4 38 16 207 4 227 570 Total 239 214 140 593 17 534 133 684 9 115 28 152 56 818 11 885 2314 05:00 PM 63 62 36 161 4 168 33 205 3 39 8 50 12 207 4 223 639 05:15 PM 60 67 33 160 4 129 38 171 1 31 7 39 24 257 8 289 659 05:30 PM 50 53 38 141 6 140 24 170 7 33 8 48 15 254 0 269 628 05:45 PM 45 54 33 132 2 157 44 203 7 38 4 49 10 214 8 232 616 Total 218 236 140 594 16 594 139 749 18 141 27 186 61 932 20 1013 2542 Grand Total 457 450 280 1187 33 1128 272 1433 27 256 55 338 117 1750 31 1898 4856 Apprch % 38.5 37.9 23.6 2.3 78.7 19 8 75.7 16.3 6.2 92.2 1.6 Total % 9.4 9.3 5.8 24.4 0.7 23.2 5.6 29.5 0.6 5.3 1.1 7 2.4 36 0.6 39.1 Passenger Vehicles 455 447 279 1181 33 1088 272 1393 27 256 54 337 116 1703 31 1850 4761 % Passenger Vehicles 99.6 99.3 99.6 99.5 100 96.5 100 97.2 100 100 98.2 99.7 99.1 97.3 100 97.5 98 Large 2 Axle Vehicles 2 3 1 6 0 14 0 14 0 0 1 1 1 17 0 18 39 % Large 2 Axle Vehicles 0.4 0.7 0.4 0.5 0 1.2 0 1 0 0 1.8 0.3 0.9 1 0 0.9 0.8 3 Axle Vehicles 0 0 0 0 0 26 0 26 0 0 0 0 0 28 0 28 54
% 3 Axle Vehicles 0 0 0 0 0 2.3 0 1.8 0 0 0 0 0 1.6 0 1.5 1.1 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 2
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 0 0.1 0
Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 63 62 36 161 4 168 33 205 3 39 8 50 12 207 4 223 639 05:15 PM 60 67 33 160 4 129 38 171 1 31 7 39 24 257 8 289 659 05:30 PM 50 53 38 141 6 140 24 170 7 33 8 48 15 254 0 269 628 05:45 PM 45 54 33 132 2 157 44 203 7 38 4 49 10 214 8 232 616 Total Volume 218 236 140 594 16 594 139 749 18 141 27 186 61 932 20 1013 2542 % App. Total 36.7 39.7 23.6 2.1 79.3 18.6 9.7 75.8 14.5 6 92 2 PHF .865 .881 .921 .922 .667 .884 .790 .913 .643 .904 .844 .930 .635 .907 .625 .876 .964 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
140
Thru
236
Left
218
Out In Total
341 594 935
Right
139
Thru
594
Left
16 Out Total In
1177 749 1926
Left
18 Thru
141
Right
27 Out In Total
272 186 458
Left
61 Thru
932
Right
20 Total Out In
752 1013 1765
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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 05:00 PM 05:00 PM
+0 mins. 60 51 43 154 4 168 33 205 3 39 8 50 12 207 4 223 +15 mins. 64 35 33 132 4 129 38 171 1 31 7 39 24 257 8 289 +30 mins. 63 62 36 161 6 140 24 170 7 33 8 48 15 254 0 269 +45 mins. 60 67 33 160 2 157 44 203 7 38 4 49 10 214 8 232 Total Volume 247 215 145 607 16 594 139 749 18 141 27 186 61 932 20 1013 % App. Total 40.7 35.4 23.9 2.1 79.3 18.6 9.7 75.8 14.5 6 92 2 PHF .965 .802 .843 .943 .667 .884 .790 .913 .643 .904 .844 .930 .635 .907 .625 .876 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 05_BVH_Cres_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 63 67 35 165 5 127 49 181 3 29 5 37 12 188 3 203 586 04:15 PM 52 60 29 141 3 125 28 156 1 22 9 32 16 218 2 236 565 04:30 PM 60 50 43 153 7 127 25 159 3 32 10 45 12 190 2 204 561 04:45 PM 64 35 33 132 2 136 31 169 2 32 4 38 16 200 4 220 559 Total 239 212 140 591 17 515 133 665 9 115 28 152 56 796 11 863 2271 05:00 PM 62 62 36 160 4 164 33 201 3 39 8 50 12 201 4 217 628 05:15 PM 60 66 32 158 4 124 38 166 1 31 6 38 24 254 8 286 648 05:30 PM 49 53 38 140 6 135 24 165 7 33 8 48 15 242 0 257 610 05:45 PM 45 54 33 132 2 150 44 196 7 38 4 49 9 210 8 227 604 Total 216 235 139 590 16 573 139 728 18 141 26 185 60 907 20 987 2490 Grand Total 455 447 279 1181 33 1088 272 1393 27 256 54 337 116 1703 31 1850 4761 Apprch % 38.5 37.8 23.6 2.4 78.1 19.5 8 76 16 6.3 92.1 1.7 Total % 9.6 9.4 5.9 24.8 0.7 22.9 5.7 29.3 0.6 5.4 1.1 7.1 2.4 35.8 0.7 38.9 Crescent Drive
Southbound
Wilshire Boulevard
Westbound
Crescent Drive
Northbound
Wilshire Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 62 62 36 160 4 164 33 201 3 39 8 50 12 201 4 217 628 05:15 PM 60 66 32 158 4 124 38 166 1 31 6 38 24 254 8 286 648 05:30 PM 49 53 38 140 6 135 24 165 7 33 8 48 15 242 0 257 610 05:45 PM 45 54 33 132 2 150 44 196 7 38 4 49 9 210 8 227 604 Total Volume 216 235 139 590 16 573 139 728 18 141 26 185 60 907 20 987 2490 % App. Total 36.6 39.8 23.6 2.2 78.7 19.1 9.7 76.2 14.1 6.1 91.9 2 PHF .871 .890 .914 .922 .667 .873 .790 .905 .643 .904 .813 .925 .625 .893 .625 .863 .961 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
139
Thru
235
Left
216
Out In Total
340 590 930
Right
139
Thru
573
Left
16 Out Total In
1149 728 1877
Left
18 Thru
141
Right
26 Out In Total
271 185 456
Left
60 Thru
907
Right
20 Total Out In
730 987 1717
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 62 62 36 160 4 164 33 201 3 39 8 50 12 201 4 217 +15 mins. 60 66 32 158 4 124 38 166 1 31 6 38 24 254 8 286 +30 mins. 49 53 38 140 6 135 24 165 7 33 8 48 15 242 0 257 +45 mins. 45 54 33 132 2 150 44 196 7 38 4 49 9 210 8 227 Total Volume 216 235 139 590 16 573 139 728 18 141 26 185 60 907 20 987 % App. Total 36.6 39.8 23.6 2.2 78.7 19.1 9.7 76.2 14.1 6.1 91.9 2 PHF .871 .890 .914 .922 .667 .873 .790 .905 .643 .904 .813 .925 .625 .893 .625 .863 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
1 Thru
1 Left
2 Out In Total
1 4 5
Right
0 Thru
8 Left
0 Out Total In
13 8 21
Left
0 Thru
0 Right
1 Out In Total
1 1 2
Left
1 Thru
10 Right
0 Total Out In
9 11 20
Peak Hour Begins at 05:00 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 1 0 0 1 0 1 0 1 0 0 0 0 0 1 0 1
+15 mins. 0 1 1 2 0 2 0 2 0 0 1 1 0 3 0 3
+30 mins. 1 0 0 1 0 2 0 2 0 0 0 0 0 5 0 5
+45 mins. 0 0 0 0 0 3 0 3 0 0 0 0 1 1 0 2
Total Volume 2 1 1 4 0 8 0 8 0 0 1 1 1 10 0 11
% App. Total 50 25 25 0 100 0 0 0 100 9.1 90.9 0
PHF .500 .250 .250 .500 .000 .667 .000 .667 .000 .000 .250 .250 .250 .500 .000 .550 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
13 Left
0 Out Total In
14 13 27
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
14 Right
0 Total Out In
13 14 27
Peak Hour Begins at 05:00 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 5 0 5
+15 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 3 0 3 0 0 0 0 0 6 0 6
+45 mins. 0 0 0 0 0 4 0 4 0 0 0 0 0 3 0 3
Total Volume 0 0 0 0 0 13 0 13 0 0 0 0 0 14 0 14
% App. Total 0 0 0 0 100 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .813 .000 .813 .000 .000 .000 .000 .000 .583 .000 .583 Counts Unlimited, Inc.

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

I I I I I
File Name : 05_BVH_Cres_Wil PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Wilshire Boulevard
Weather: Clear
Crescent Drive
Wilshire Boulevard
Wilshire Boulevard
Crescent Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
1 0 1
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
1 Right
0 Total Out In
0 1 1
Peak Hour Begins at 05:00 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
% App. Total 0 0 0 0 0 0 0 0 0 0 100 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Crescent Dr Wilshire Blvd Crescent Dr Wilshire Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
7033 13
6057 18
13 0 3 2 18
3033 9
9163 19
5 0 13 9 27
12 0 9 9 30
20 0 14 14 48
75 1 56 50 182
North Leg East Leg South Leg West Leg
Crescent Dr Wilshire Blvd Crescent Dr Wilshire Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
11 1 32 20 64
6 1 22 14 43
15 0 18 19 52
7 0 20 7 34
19 0 22 18 59
3 0 18 17 38
9 0 15 21 45
8 0 21 13 42
78 2 168 129 377
Beverly Hills
Crescent Dr
Wilshire Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000010000000 1
000000000000 0
000010000000 1
000000000110 2
000000000000 0
000000000000 0
000000030000 3
000020030110 7
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000020 2
010000000000 1
000100010130 6
000010000000 1
000010010020 4
110020000010 5
000010000030 4
010000000000 1
1 3 0 1 5 0 0 2 0 1 11 0 24
Wilshire Blvd
Crescent Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Crescent Dr Wilshire Blvd Crescent Dr Wilshire Blvd
TOTAL VOLUMES:

Crescent Dr Wilshire Blvd Crescent Dr Wilshire Blvd
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 06_BVH_El Cam_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
El Camino Drive
Southbound
Charleville Boulevard
Westbound
El Camino Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 3 4 0 10 4 14 0 6 5 11 2 4 0 6 35
07:15 AM 1 3 6 10 2 29 6 37 0 12 3 15 3 10 0 13 75
07:30 AM 1 4 3 8 1 28 4 33 4 10 5 19 1 6 1 8 68
07:45 AM 4 5 9 18 5 23 5 33 0 17 7 24 3 17 2 22 97
Total 7 12 21 40 8 90 19 117 4 45 20 69 9 37 3 49 275
08:00 AM 0 4 6 10 1 25 8 34 0 20 9 29 1 18 2 21 94
08:15 AM 1 3 6 10 6 37 7 50 0 33 9 42 2 23 2 27 129
08:30 AM 3 3 7 13 9 33 11 53 4 19 6 29 4 20 0 24 119
08:45 AM 6 10 7 23 5 40 16 61 1 40 15 56 10 25 1 36 176 Total 10 20 26 56 21 135 42 198 5 112 39 156 17 86 5 108 518 Grand Total 17 32 47 96 29 225 61 315 9 157 59 225 26 123 8 157 793 Apprch % 17.7 33.3 49 9.2 71.4 19.4 4 69.8 26.2 16.6 78.3 5.1 Total % 2.1 4 5.9 12.1 3.7 28.4 7.7 39.7 1.1 19.8 7.4 28.4 3.3 15.5 1 19.8 El Camino Drive
Southbound
Charleville Boulevard
Westbound
El Camino Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 0 4 6 10 1 25 8 34 0 20 9 29 1 18 2 21 94
08:15 AM 1 3 6 10 6 37 7 50 0 33 9 42 2 23 2 27 129
08:30 AM 3 3 7 13 9 33 11 53 4 19 6 29 4 20 0 24 119
08:45 AM 6 10 7 23 5 40 16 61 1 40 15 56 10 25 1 36 176 Total Volume 10 20 26 56 21 135 42 198 5 112 39 156 17 86 5 108 518 % App. Total 17.9 35.7 46.4 10.6 68.2 21.2 3.2 71.8 25 15.7 79.6 4.6 PHF .417 .500 .929 .609 .583 .844 .656 .811 .313 .700 .650 .696 .425 .860 .625 .750 .736 Counts Unlimited, Inc.

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

I I I I I
File Name : 06_BVH_El Cam_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Charleville Boulevard
Weather: Clear
El Camino Drive
Charleville Boulevard
Charleville Boulevard
El Camino Drive
Right
26 Thru
20 Left
10 Out In Total
171 56 227
Right
42 Thru
135
Left
21 Out Total In
135 198 333
Left
5 Thru
112
Right
39 Out In Total
46 156 202
Left
17 Thru
86 Right
5 Total Out In
166 108 274
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. 0 4 6 10 1 25 8 34 0 20 9 29 1 18 2 21
+15 mins. 1 3 6 10 6 37 7 50 0 33 9 42 2 23 2 27
+30 mins. 3 3 7 13 9 33 11 53 4 19 6 29 4 20 0 24
+45 mins. 6 10 7 23 5 40 16 61 1 40 15 56 10 25 1 36
Total Volume 10 20 26 56 21 135 42 198 5 112 39 156 17 86 5 108 % App. Total 17.9 35.7 46.4 10.6 68.2 21.2 3.2 71.8 25 15.7 79.6 4.6 PHF .417 .500 .929 .609 .583 .844 .656 .811 .313 .700 .650 .696 .425 .860 .625 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 06_BVH_El Cam_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: El Camino Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
El Camino Drive
Southbound
Charleville Boulevard
Westbound
El Camino Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 21 33 14 68 6 41 8 55 5 19 10 34 7 61 2 70 227 04:15 PM 25 22 13 60 4 32 8 44 5 15 17 37 9 54 4 67 208 04:30 PM 26 18 12 56 5 38 9 52 3 16 13 32 8 52 4 64 204 04:45 PM 13 22 13 48 6 27 2 35 3 11 12 26 7 60 2 69 178 Total 85 95 52 232 21 138 27 186 16 61 52 129 31 227 12 270 817 05:00 PM 4 19 16 39 6 38 7 51 5 21 6 32 11 67 4 82 204
05:15 PM 6 21 17 44 8 27 13 48 3 16 12 31 9 56 2 67 190 05:30 PM 6 15 15 36 8 30 2 40 1 12 10 23 14 71 2 87 186 05:45 PM 13 9 14 36 9 32 8 49 3 10 10 23 9 57 4 70 178
Total 29 64 62 155 31 127 30 188 12 59 38 109 43 251 12 306 758 Grand Total 114 159 114 387 52 265 57 374 28 120 90 238 74 478 24 576 1575 Apprch % 29.5 41.1 29.5 13.9 70.9 15.2 11.8 50.4 37.8 12.8 83 4.2 Total % 7.2 10.1 7.2 24.6 3.3 16.8 3.6 23.7 1.8 7.6 5.7 15.1 4.7 30.3 1.5 36.6 El Camino Drive
Southbound
Charleville Boulevard
Westbound
El Camino Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 04:00 PM
04:00 PM 21 33 14 68 6 41 8 55 5 19 10 34 7 61 2 70 227 04:15 PM 25 22 13 60 4 32 8 44 5 15 17 37 9 54 4 67 208 04:30 PM 26 18 12 56 5 38 9 52 3 16 13 32 8 52 4 64 204 04:45 PM 13 22 13 48 6 27 2 35 3 11 12 26 7 60 2 69 178 Total Volume 85 95 52 232 21 138 27 186 16 61 52 129 31 227 12 270 817 % App. Total 36.6 40.9 22.4 11.3 74.2 14.5 12.4 47.3 40.3 11.5 84.1 4.4 PHF .817 .720 .929 .853 .875 .841 .750 .845 .800 .803 .765 .872 .861 .930 .750 .964 .900 Counts Unlimited, Inc.

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

I I I I I
File Name : 06_BVH_El Cam_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: El Camino Drive
E/W: Charleville Boulevard
Weather: Clear
El Camino Drive
Charleville Boulevard
Charleville Boulevard
El Camino Drive
Right
52 Thru
95 Left
85 Out In Total
119 232 351
Right
27 Thru
138
Left
21 Out Total In
364 186 550
Left
16 Thru
61 Right
52 Out In Total
128 129 257
Left
31 Thru
227
Right
12 Total Out In
206 270 476
Peak Hour Begins at 04:00 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:
04:00 PM 05:00 PM 04:00 PM 05:00 PM
+0 mins. 21 33 14 68 6 38 7 51 5 19 10 34 11 67 4 82
+15 mins. 25 22 13 60 8 27 13 48 5 15 17 37 9 56 2 67
+30 mins. 26 18 12 56 8 30 2 40 3 16 13 32 14 71 2 87
+45 mins. 13 22 13 48 9 32 8 49 3 11 12 26 9 57 4 70
Total Volume 85 95 52 232 31 127 30 188 16 61 52 129 43 251 12 306 % App. Total 36.6 40.9 22.4 16.5 67.6 16 12.4 47.3 40.3 14.1 82 3.9 PHF .817 .720 .929 .853 .861 .836 .577 .922 .800 .803 .765 .872 .768 .884 .750 .879 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
El Camino Dr Charleville Blvd El Camino Dr Charleville Blvd Pedestrians Pedestrians Pedestrians Pedestrians
6243 15
6180 15
19 3 1 4 27
6094 19
9582 24
15 2 8 1 26
10 4 8 0 22
18 7 12 3 40
89 24 58 17 188
North Leg East Leg South Leg West Leg
El Camino Dr Charleville Blvd El Camino Dr Charleville Blvd Pedestrians Pedestrians Pedestrians Pedestrians
12 7 7 4 30
11 9 5 5 30
18 7 10 4 39
15 3 12 4 34
20 7 6 4 37
11 2 10 8 31
7471 19
13 4 7 0 24
107 43 64 30 244
Beverly Hills
El Camino Dr
Charleville Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000010010000 2
000000000010 1
000010110010 4
000010000000 1
000020000010 3
000030000000 3
000010000020 3
0 0 0 0 9 0 1 2 0 0 5 0 17
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000020000010 3
000000000001 1
000000000000 0
010000000010 2
000000000000 0
100010000000 2
000000000010 1
000010000001 2
1 1 0 0 4 0 0 0 0 0 3 2 11
Charleville Blvd
El Camino Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
El Camino Dr Charleville Blvd El Camino Dr Charleville Blvd TOTAL VOLUMES:

El Camino Dr Charleville Blvd El Camino Dr Charleville Blvd Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 3 44 5 52 6 4 8 18 5 67 6 78 5 2 1 8 156
07:15 AM 2 54 9 65 6 14 8 28 18 75 6 99 2 4 6 12 204
07:30 AM 4 49 13 66 8 14 6 28 17 104 12 133 3 5 8 16 243 07:45 AM 7 71 10 88 6 11 6 23 13 120 5 138 4 7 12 23 272 Total 16 218 37 271 26 43 28 97 53 366 29 448 14 18 27 59 875 08:00 AM 5 76 7 88 5 11 5 21 18 114 7 139 6 9 12 27 275 08:15 AM 14 94 13 121 9 20 10 39 17 109 9 135 7 14 11 32 327 08:30 AM 8 96 10 114 9 28 8 45 18 119 15 152 6 12 12 30 341 08:45 AM 12 76 18 106 15 27 12 54 19 162 7 188 12 14 16 42 390 Total 39 342 48 429 38 86 35 159 72 504 38 614 31 49 51 131 1333 Grand Total 55 560 85 700 64 129 63 256 125 870 67 1062 45 67 78 190 2208 Apprch % 7.9 80 12.1 25 50.4 24.6 11.8 81.9 6.3 23.7 35.3 41.1 Total % 2.5 25.4 3.8 31.7 2.9 5.8 2.9 11.6 5.7 39.4 3 48.1 2 3 3.5 8.6 Passenger Vehicles 53 548 81 682 63 126 59 248 123 855 65 1043 45 66 77 188 2161 % Passenger Vehicles 96.4 97.9 95.3 97.4 98.4 97.7 93.7 96.9 98.4 98.3 97 98.2 100 98.5 98.7 98.9 97.9 Large 2 Axle Vehicles 2 11 3 16 1 2 2 5 2 14 1 17 0 0 1 1 39 % Large 2 Axle Vehicles 3.6 2 3.5 2.3 1.6 1.6 3.2 2 1.6 1.6 1.5 1.6 0 0 1.3 0.5 1.8 3 Axle Vehicles 0 0 0 0 0 1 1 2 0 1 0 1 0 1 0 1 4
% 3 Axle Vehicles 0 0 0 0 0 0.8 1.6 0.8 0 0.1 0 0.1 0 1.5 0 0.5 0.2 4+ Axle Trucks 0 1 1 2 0 0 1 1 0 0 1 1 0 0 0 0 4
% 4+ Axle Trucks 0 0.2 1.2 0.3 0 0 1.6 0.4 0 0 1.5 0.1 0 0 0 0 0.2 Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 76 7 88 5 11 5 21 18 114 7 139 6 9 12 27 275 08:15 AM 14 94 13 121 9 20 10 39 17 109 9 135 7 14 11 32 327 08:30 AM 8 96 10 114 9 28 8 45 18 119 15 152 6 12 12 30 341 08:45 AM 12 76 18 106 15 27 12 54 19 162 7 188 12 14 16 42 390 Total Volume 39 342 48 429 38 86 35 159 72 504 38 614 31 49 51 131 1333 % App. Total 9.1 79.7 11.2 23.9 54.1 22 11.7 82.1 6.2 23.7 37.4 38.9 PHF .696 .891 .667 .886 .633 .768 .729 .736 .947 .778 .633 .816 .646 .875 .797 .780 .854 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
48 Thru
342
Left
39 Out In Total
570 429 999
Right
35 Thru
86 Left
38 Out Total In
126 159 285
Left
72 Thru
504
Right
38 Out In Total
431 614 1045
Left
31 Thru
49 Right
51 Total Out In
206 131 337
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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. 5 76 7 88 5 11 5 21 18 114 7 139 6 9 12 27
+15 mins. 14 94 13 121 9 20 10 39 17 109 9 135 7 14 11 32 +30 mins. 8 96 10 114 9 28 8 45 18 119 15 152 6 12 12 30 +45 mins. 12 76 18 106 15 27 12 54 19 162 7 188 12 14 16 42 Total Volume 39 342 48 429 38 86 35 159 72 504 38 614 31 49 51 131 % App. Total 9.1 79.7 11.2 23.9 54.1 22 11.7 82.1 6.2 23.7 37.4 38.9 PHF .696 .891 .667 .886 .633 .768 .729 .736 .947 .778 .633 .816 .646 .875 .797 .780 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 44 5 51 6 4 8 18 5 67 6 78 5 2 1 8 155
07:15 AM 2 52 9 63 6 13 7 26 18 74 5 97 2 3 6 11 197
07:30 AM 3 45 11 59 7 13 6 26 15 103 12 130 3 5 8 16 231 07:45 AM 7 70 10 87 6 11 4 21 13 116 4 133 4 7 11 22 263 Total 14 211 35 260 25 41 25 91 51 360 27 438 14 17 26 57 846 08:00 AM 5 75 5 85 5 11 5 21 18 111 7 136 6 9 12 27 269 08:15 AM 14 91 13 118 9 20 10 39 17 109 9 135 7 14 11 32 324 08:30 AM 8 95 10 113 9 27 8 44 18 115 15 148 6 12 12 30 335 08:45 AM 12 76 18 106 15 27 11 53 19 160 7 186 12 14 16 42 387 Total 39 337 46 422 38 85 34 157 72 495 38 605 31 49 51 131 1315 Grand Total 53 548 81 682 63 126 59 248 123 855 65 1043 45 66 77 188 2161 Apprch % 7.8 80.4 11.9 25.4 50.8 23.8 11.8 82 6.2 23.9 35.1 41 Total % 2.5 25.4 3.7 31.6 2.9 5.8 2.7 11.5 5.7 39.6 3 48.3 2.1 3.1 3.6 8.7 Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 5 75 5 85 5 11 5 21 18 111 7 136 6 9 12 27 269 08:15 AM 14 91 13 118 9 20 10 39 17 109 9 135 7 14 11 32 324 08:30 AM 8 95 10 113 9 27 8 44 18 115 15 148 6 12 12 30 335 08:45 AM 12 76 18 106 15 27 11 53 19 160 7 186 12 14 16 42 387 Total Volume 39 337 46 422 38 85 34 157 72 495 38 605 31 49 51 131 1315 % App. Total 9.2 79.9 10.9 24.2 54.1 21.7 11.9 81.8 6.3 23.7 37.4 38.9 PHF .696 .887 .639 .894 .633 .787 .773 .741 .947 .773 .633 .813 .646 .875 .797 .780 .849 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
46 Thru
337
Left
39 Out In Total
560 422 982
Right
34 Thru
85 Left
38 Out Total In
126 157 283
Left
72 Thru
495
Right
38 Out In Total
426 605 1031
Left
31 Thru
49 Right
51 Total Out In
203 131 334
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 5 75 5 85 5 11 5 21 18 111 7 136 6 9 12 27
+15 mins. 14 91 13 118 9 20 10 39 17 109 9 135 7 14 11 32 +30 mins. 8 95 10 113 9 27 8 44 18 115 15 148 6 12 12 30 +45 mins. 12 76 18 106 15 27 11 53 19 160 7 186 12 14 16 42 Total Volume 39 337 46 422 38 85 34 157 72 495 38 605 31 49 51 131 % App. Total 9.2 79.9 10.9 24.2 54.1 21.7 11.9 81.8 6.3 23.7 37.4 38.9 PHF .696 .887 .639 .894 .633 .787 .773 .741 .947 .773 .633 .813 .646 .875 .797 .780 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
07:15 AM 0 2 0 2 0 1 0 1 0 0 1 1 0 0 0 0 4
07:30 AM 1 3 1 5 1 0 0 1 2 1 0 3 0 0 0 0 9
07:45 AM 0 1 0 1 0 0 1 1 0 4 0 4 0 0 1 1 7
Total 2 6 1 9 1 1 1 3 2 5 1 8 0 0 1 1 21
08:00 AM 0 1 2 3 0 0 0 0 0 3 0 3 0 0 0 0 6
08:15 AM 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3
08:30 AM 0 1 0 1 0 1 0 1 0 4 0 4 0 0 0 0 6
08:45 AM 0 0 0 0 0 0 1 1 0 2 0 2 0 0 0 0 3
Total 0 5 2 7 0 1 1 2 0 9 0 9 0 0 0 0 18
Grand Total 2 11 3 16 1 2 2 5 2 14 1 17 0 0 1 1 39
Apprch % 12.5 68.8 18.8 20 40 40 11.8 82.4 5.9 0 0 100
Total % 5.1 28.2 7.7 41 2.6 5.1 5.1 12.8 5.1 35.9 2.6 43.6 0 0 2.6 2.6 Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 1 2 3 0 0 0 0 0 3 0 3 0 0 0 0 6
08:15 AM 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3
08:30 AM 0 1 0 1 0 1 0 1 0 4 0 4 0 0 0 0 6
08:45 AM 0 0 0 0 0 0 1 1 0 2 0 2 0 0 0 0 3
Total Volume 0 5 2 7 0 1 1 2 0 9 0 9 0 0 0 0 18
% App. Total 0 71.4 28.6 0 50 50 0 100 0 0 0 0
PHF .000 .417 .250 .583 .000 .250 .250 .500 .000 .563 .000 .563 .000 .000 .000 .000 .750 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
2 Thru
5 Left
0 Out In Total
10 7 17
Right
1 Thru
1 Left
0 Out Total In
0 2 2
Left
0 Thru
9 Right
0 Out In Total
5 9 14
Left
0 Thru
0 Right
0 Total Out In
3 0 3
Peak Hour Begins at 08:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 1 2 3 0 0 0 0 0 3 0 3 0 0 0 0
+15 mins. 0 3 0 3 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 1 0 1 0 1 0 1 0 4 0 4 0 0 0 0
+45 mins. 0 0 0 0 0 0 1 1 0 2 0 2 0 0 0 0
Total Volume 0 5 2 7 0 1 1 2 0 9 0 9 0 0 0 0
% App. Total 0 71.4 28.6 0 50 50 0 100 0 0 0 0
PHF .000 .417 .250 .583 .000 .250 .250 .500 .000 .563 .000 .563 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- 3 Axle Vehicles
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 1 1 0 1 0 1 0 1 0 1 3
07:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 1
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 1 1 2 0 1 0 1 0 1 0 1 4
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 0 0 0 0 1 1 2 0 1 0 1 0 1 0 1 4
Apprch % 0 0 0 0 50 50 0 100 0 0 100 0
Total % 0 0 0 0 0 25 25 50 0 25 0 25 0 25 0 25
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 08:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- 4+ Axle Trucks
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 2
07:45 AM 0 0 0 0 0 0 1 1 0 0 1 1 0 0 0 0 2
Total 0 1 1 2 0 0 1 1 0 0 1 1 0 0 0 0 4
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 1 1 2 0 0 1 1 0 0 1 1 0 0 0 0 4
Apprch % 0 50 50 0 0 100 0 0 100 0 0 0
Total % 0 25 25 50 0 0 25 25 0 0 25 25 0 0 0 0
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 08:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 07_BVH_Bev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 13 127 10 150 10 30 14 54 14 111 22 147 17 42 27 86 437 04:15 PM 14 148 10 172 17 24 12 53 10 90 17 117 13 49 30 92 434 04:30 PM 13 129 11 153 11 28 21 60 16 122 20 158 16 47 29 92 463 04:45 PM 15 130 4 149 14 21 16 51 13 118 17 148 13 46 27 86 434 Total 55 534 35 624 52 103 63 218 53 441 76 570 59 184 113 356 1768 05:00 PM 11 161 17 189 20 23 10 53 11 121 13 145 11 40 31 82 469 05:15 PM 14 175 12 201 15 20 14 49 18 84 18 120 10 47 21 78 448 05:30 PM 8 149 11 168 12 17 18 47 13 81 10 104 11 43 27 81 400 05:45 PM 18 132 26 176 14 16 13 43 13 99 12 124 12 40 29 81 424 Total 51 617 66 734 61 76 55 192 55 385 53 493 44 170 108 322 1741 Grand Total 106 1151 101 1358 113 179 118 410 108 826 129 1063 103 354 221 678 3509 Apprch % 7.8 84.8 7.4 27.6 43.7 28.8 10.2 77.7 12.1 15.2 52.2 32.6 Total % 3 32.8 2.9 38.7 3.2 5.1 3.4 11.7 3.1 23.5 3.7 30.3 2.9 10.1 6.3 19.3 Passenger Vehicles 106 1138 101 1345 111 176 117 404 107 820 128 1055 102 354 221 677 3481 % Passenger Vehicles 100 98.9 100 99 98.2 98.3 99.2 98.5 99.1 99.3 99.2 99.2 99 100 100 99.9 99.2 Large 2 Axle Vehicles 0 13 0 13 2 3 1 6 1 6 1 8 1 0 0 1 28 % Large 2 Axle Vehicles 0 1.1 0 1 1.8 1.7 0.8 1.5 0.9 0.7 0.8 0.8 1 0 0 0.1 0.8 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 13 129 11 153 11 28 21 60 16 122 20 158 16 47 29 92 463 04:45 PM 15 130 4 149 14 21 16 51 13 118 17 148 13 46 27 86 434 05:00 PM 11 161 17 189 20 23 10 53 11 121 13 145 11 40 31 82 469 05:15 PM 14 175 12 201 15 20 14 49 18 84 18 120 10 47 21 78 448 Total Volume 53 595 44 692 60 92 61 213 58 445 68 571 50 180 108 338 1814 % App. Total 7.7 86 6.4 28.2 43.2 28.6 10.2 77.9 11.9 14.8 53.3 32 PHF .883 .850 .647 .861 .750 .821 .726 .888 .806 .912 .850 .903 .781 .957 .871 .918 .967 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
44 Thru
595
Left
53 Out In Total
556 692 1248
Right
61 Thru
92 Left
60 Out Total In
301 213 514
Left
58 Thru
445
Right
68 Out In Total
763 571 1334
Left
50 Thru
180
Right
108
Total Out In
194 338 532
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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 04:30 PM 04:00 PM
+0 mins. 11 161 17 189 10 30 14 54 16 122 20 158 17 42 27 86 +15 mins. 14 175 12 201 17 24 12 53 13 118 17 148 13 49 30 92 +30 mins. 8 149 11 168 11 28 21 60 11 121 13 145 16 47 29 92 +45 mins. 18 132 26 176 14 21 16 51 18 84 18 120 13 46 27 86 Total Volume 51 617 66 734 52 103 63 218 58 445 68 571 59 184 113 356 % App. Total 6.9 84.1 9 23.9 47.2 28.9 10.2 77.9 11.9 16.6 51.7 31.7 PHF .708 .881 .635 .913 .765 .858 .750 .908 .806 .912 .850 .903 .868 .939 .942 .967 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 07_BVH_Bev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Passenger Vehicles
Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 13 126 10 149 10 30 13 53 14 110 21 145 17 42 27 86 433 04:15 PM 14 144 10 168 17 22 12 51 10 90 17 117 13 49 30 92 428 04:30 PM 13 127 11 151 10 27 21 58 16 122 20 158 16 47 29 92 459 04:45 PM 15 130 4 149 14 21 16 51 13 118 17 148 13 46 27 86 434 Total 55 527 35 617 51 100 62 213 53 440 75 568 59 184 113 356 1754 05:00 PM 11 160 17 188 20 23 10 53 11 119 13 143 11 40 31 82 466 05:15 PM 14 174 12 200 14 20 14 48 18 84 18 120 10 47 21 78 446 05:30 PM 8 148 11 167 12 17 18 47 13 80 10 103 10 43 27 80 397 05:45 PM 18 129 26 173 14 16 13 43 12 97 12 121 12 40 29 81 418 Total 51 611 66 728 60 76 55 191 54 380 53 487 43 170 108 321 1727 Grand Total 106 1138 101 1345 111 176 117 404 107 820 128 1055 102 354 221 677 3481 Apprch % 7.9 84.6 7.5 27.5 43.6 29 10.1 77.7 12.1 15.1 52.3 32.6 Total % 3 32.7 2.9 38.6 3.2 5.1 3.4 11.6 3.1 23.6 3.7 30.3 2.9 10.2 6.3 19.4 Beverly Drive
Southbound
Charleville Boulevard
Westbound
Beverly Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 13 127 11 151 10 27 21 58 16 122 20 158 16 47 29 92 459 04:45 PM 15 130 4 149 14 21 16 51 13 118 17 148 13 46 27 86 434 05:00 PM 11 160 17 188 20 23 10 53 11 119 13 143 11 40 31 82 466 05:15 PM 14 174 12 200 14 20 14 48 18 84 18 120 10 47 21 78 446 Total Volume 53 591 44 688 58 91 61 210 58 443 68 569 50 180 108 338 1805 % App. Total 7.7 85.9 6.4 27.6 43.3 29 10.2 77.9 12 14.8 53.3 32 PHF .883 .849 .647 .860 .725 .843 .726 .905 .806 .908 .850 .900 .781 .957 .871 .918 .968 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
44 Thru
591
Left
53 Out In Total
554 688 1242
Right
61 Thru
91 Left
58 Out Total In
301 210 511
Left
58 Thru
443
Right
68 Out In Total
757 569 1326
Left
50 Thru
180
Right
108
Total Out In
193 338 531
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 13 127 11 151 10 27 21 58 16 122 20 158 16 47 29 92 +15 mins. 15 130 4 149 14 21 16 51 13 118 17 148 13 46 27 86 +30 mins. 11 160 17 188 20 23 10 53 11 119 13 143 11 40 31 82 +45 mins. 14 174 12 200 14 20 14 48 18 84 18 120 10 47 21 78 Total Volume 53 591 44 688 58 91 61 210 58 443 68 569 50 180 108 338 % App. Total 7.7 85.9 6.4 27.6 43.3 29 10.2 77.9 12 14.8 53.3 32 PHF .883 .849 .647 .860 .725 .843 .726 .905 .806 .908 .850 .900 .781 .957 .871 .918 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
0 Thru
4 Left
0 Out In Total
2 4 6
Right
0 Thru
1 Left
2 Out Total In
0 3 3
Left
0 Thru
2 Right
0 Out In Total
6 2 8
Left
0 Thru
0 Right
0 Total Out In
1 0 1
Peak Hour Begins at 04:30 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 2 0 2 1 1 0 2 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 1 0 1 0 0 0 0 0 2 0 2 0 0 0 0
+45 mins. 0 1 0 1 1 0 0 1 0 0 0 0 0 0 0 0
Total Volume 0 4 0 4 2 1 0 3 0 2 0 2 0 0 0 0
% App. Total 0 100 0 66.7 33.3 0 0 100 0 0 0 0
PHF .000 .500 .000 .500 .500 .250 .000 .375 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 04:30 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

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

I I I I I
File Name : 07_BVH_Bev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Charleville Boulevard
Weather: Clear
Beverly Drive
Charleville Boulevard
Charleville Boulevard
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 04:30 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Beverly Dr Charleville Blvd Beverly Dr Charleville Blvd Pedestrians Pedestrians Pedestrians Pedestrians
6 14 9 8 37
5 18 4 7 34
9 25 9 10 53
5 22 19 7 53
8 20 17 11 56
15 28 20 9 72
10 16 18 19 63
21 44 29 17 111
79 187 125 88 479
North Leg East Leg South Leg West Leg
Beverly Dr Charleville Blvd Beverly Dr Charleville Blvd Pedestrians Pedestrians Pedestrians Pedestrians
18 37 20 43 118
15 64 26 28 133
20 61 24 28 133
14 49 19 33 115
25 56 22 37 140
13 34 25 18 90
12 55 28 31 126
17 47 16 17 97
134 403 180 235 952
Beverly Hills
Beverly Dr
Charleville Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000010000 1
000010000000 1
000000010010 2
010010020010 5
000010011000 3
100010000100 3
041010030000 9
020010110020 7
1 7 1 0 6 0 1 9 1 1 4 0 31
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000020001030 6
000100010000 2
000000000000 0
000000001000 1
010000000000 1
000010000000 1
010100020010 5
000010000020 3
0 2 0 2 4 0 0 3 2 0 6 0 19
Charleville Blvd
Beverly Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Beverly Dr Charleville Blvd Beverly Dr Charleville Blvd TOTAL VOLUMES:

Beverly Dr Charleville Blvd Beverly Dr Charleville Blvd Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 08_BVH_Reev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
Reeves Drive
Southbound
Charleville Boulevard
Westbound
Reeves Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 5 3 8 0 10 4 14 3 2 2 7 2 7 0 9 38
07:15 AM 1 2 1 4 2 20 1 23 3 0 0 3 2 7 1 10 40
07:30 AM 0 0 2 2 1 22 1 24 2 6 4 12 1 12 3 16 54
07:45 AM 1 1 3 5 1 15 2 18 3 7 0 10 1 11 2 14 47
Total 2 8 9 19 4 67 8 79 11 15 6 32 6 37 6 49 179
08:00 AM 1 1 4 6 4 17 5 26 1 4 3 8 0 14 2 16 56
08:15 AM 1 1 1 3 0 28 7 35 3 4 3 10 6 22 7 35 83
08:30 AM 1 2 4 7 2 34 5 41 3 11 7 21 5 22 3 30 99
08:45 AM 0 2 4 6 5 44 5 54 5 4 7 16 3 22 8 33 109
Total 3 6 13 22 11 123 22 156 12 23 20 55 14 80 20 114 347 Grand Total 5 14 22 41 15 190 30 235 23 38 26 87 20 117 26 163 526 Apprch % 12.2 34.1 53.7 6.4 80.9 12.8 26.4 43.7 29.9 12.3 71.8 16 Total % 1 2.7 4.2 7.8 2.9 36.1 5.7 44.7 4.4 7.2 4.9 16.5 3.8 22.2 4.9 31 Reeves Drive
Southbound
Charleville Boulevard
Westbound
Reeves Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 1 4 6 4 17 5 26 1 4 3 8 0 14 2 16 56
08:15 AM 1 1 1 3 0 28 7 35 3 4 3 10 6 22 7 35 83
08:30 AM 1 2 4 7 2 34 5 41 3 11 7 21 5 22 3 30 99
08:45 AM 0 2 4 6 5 44 5 54 5 4 7 16 3 22 8 33 109
Total Volume 3 6 13 22 11 123 22 156 12 23 20 55 14 80 20 114 347 % App. Total 13.6 27.3 59.1 7.1 78.8 14.1 21.8 41.8 36.4 12.3 70.2 17.5 PHF .750 .750 .813 .786 .550 .699 .786 .722 .600 .523 .714 .655 .583 .909 .625 .814 .796 Counts Unlimited, Inc.

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

I I I I I
File Name : 08_BVH_Reev_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Charleville Boulevard
Weather: Clear
Reeves Drive
Charleville Boulevard
Charleville Boulevard
Reeves Drive
Right
13 Thru
6 Left
3 Out In Total
59 22 81
Right
22 Thru
123
Left
11 Out Total In
103 156 259
Left
12 Thru
23 Right
20 Out In Total
37 55 92
Left
14 Thru
80 Right
20 Total Out In
148 114 262
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 1 4 6 4 17 5 26 1 4 3 8 0 14 2 16
+15 mins. 1 1 1 3 0 28 7 35 3 4 3 10 6 22 7 35
+30 mins. 1 2 4 7 2 34 5 41 3 11 7 21 5 22 3 30
+45 mins. 0 2 4 6 5 44 5 54 5 4 7 16 3 22 8 33
Total Volume 3 6 13 22 11 123 22 156 12 23 20 55 14 80 20 114 % App. Total 13.6 27.3 59.1 7.1 78.8 14.1 21.8 41.8 36.4 12.3 70.2 17.5 PHF .750 .750 .813 .786 .550 .699 .786 .722 .600 .523 .714 .655 .583 .909 .625 .814 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 08_BVH_Reev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Reeves Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
Reeves Drive
Southbound
Charleville Boulevard
Westbound
Reeves Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 3 5 11 19 4 39 8 51 2 8 4 14 9 52 14 75 159
04:15 PM 4 3 10 17 6 35 9 50 3 4 10 17 9 68 6 83 167
04:30 PM 6 5 9 20 5 37 4 46 7 2 4 13 8 60 13 81 160
04:45 PM 2 9 12 23 5 36 4 45 2 5 0 7 5 69 9 83 158
Total 15 22 42 79 20 147 25 192 14 19 18 51 31 249 42 322 644 05:00 PM 8 14 8 30 1 32 1 34 7 3 2 12 4 53 15 72 148
05:15 PM 7 9 7 23 5 31 2 38 7 1 7 15 7 62 12 81 157
05:30 PM 5 12 12 29 3 24 4 31 0 3 2 5 3 51 8 62 127
05:45 PM 2 9 11 22 5 29 2 36 2 3 4 9 5 56 10 71 138
Total 22 44 38 104 14 116 9 139 16 10 15 41 19 222 45 286 570 Grand Total 37 66 80 183 34 263 34 331 30 29 33 92 50 471 87 608 1214 Apprch % 20.2 36.1 43.7 10.3 79.5 10.3 32.6 31.5 35.9 8.2 77.5 14.3 Total % 3 5.4 6.6 15.1 2.8 21.7 2.8 27.3 2.5 2.4 2.7 7.6 4.1 38.8 7.2 50.1 Reeves Drive
Southbound
Charleville Boulevard
Westbound
Reeves Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 04:00 PM
04:00 PM 3 5 11 19 4 39 8 51 2 8 4 14 9 52 14 75 159
04:15 PM 4 3 10 17 6 35 9 50 3 4 10 17 9 68 6 83 167
04:30 PM 6 5 9 20 5 37 4 46 7 2 4 13 8 60 13 81 160
04:45 PM 2 9 12 23 5 36 4 45 2 5 0 7 5 69 9 83 158
Total Volume 15 22 42 79 20 147 25 192 14 19 18 51 31 249 42 322 644 % App. Total 19 27.8 53.2 10.4 76.6 13 27.5 37.3 35.3 9.6 77.3 13 PHF .625 .611 .875 .859 .833 .942 .694 .941 .500 .594 .450 .750 .861 .902 .750 .970 .964 Counts Unlimited, Inc.

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

I I I I I
File Name : 08_BVH_Reev_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Reeves Drive
E/W: Charleville Boulevard
Weather: Clear
Reeves Drive
Charleville Boulevard
Charleville Boulevard
Reeves Drive
Right
42 Thru
22 Left
15 Out In Total
75 79 154
Right
25 Thru
147
Left
20 Out Total In
282 192 474
Left
14 Thru
19 Right
18 Out In Total
84 51 135
Left
31 Thru
249
Right
42 Total Out In
203 322 525
Peak Hour Begins at 04:00 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:
04:45 PM 04:00 PM 04:00 PM 04:00 PM
+0 mins. 2 9 12 23 4 39 8 51 2 8 4 14 9 52 14 75
+15 mins. 8 14 8 30 6 35 9 50 3 4 10 17 9 68 6 83
+30 mins. 7 9 7 23 5 37 4 46 7 2 4 13 8 60 13 81
+45 mins. 5 12 12 29 5 36 4 45 2 5 0 7 5 69 9 83
Total Volume 22 44 39 105 20 147 25 192 14 19 18 51 31 249 42 322 % App. Total 21 41.9 37.1 10.4 76.6 13 27.5 37.3 35.3 9.6 77.3 13 PHF .688 .786 .813 .875 .833 .942 .694 .941 .500 .594 .450 .750 .861 .902 .750 .970 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Reeves Dr Charleville Blvd Reeves Dr Charleville Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
5472 18
4484 20
5473 19
5472 18
6664 22
8 2 12 3 25
6 4 16 5 31
4 2 12 8 26
43 30 75 31 179
North Leg East Leg South Leg West Leg
Reeves Dr Charleville Blvd Reeves Dr Charleville Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
3 4 22 8 37
7 4 13 7 31
3 4 14 4 25
3 5 13 5 26
12 5 12 7 36
11 4 15 10 40
8 7 11 4 30
5 0 23 6 34
52 33 123 51 259
Beverly Hills
Reeves Dr
Charleville Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000010000000 1
000000000010 1
001000000020 3
000020000000 2
000010000010 2
000010000100 2
000010000020 3
0 0 1 0 6 0 0 0 0 1 6 0 14
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000030 4
000000000000 0
000000000000 0
010000000010 2
000000000000 0
000010100000 2
000000000010 1
000010000020 3
0 1 0 0 3 0 1 0 0 0 7 0 12
Charleville Blvd
Reeves Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Reeves Dr Charleville Blvd Reeves Dr Charleville Blvd
TOTAL VOLUMES:

Reeves Dr Charleville Blvd Reeves Dr Charleville Blvd
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 09_BVH_Can_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
S Canon Drive
Southbound
Charleville Boulevard
Westbound
S Canon Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 0 0 2 1 11 1 13 1 4 1 6 0 10 0 10 31
07:15 AM 0 0 3 3 0 18 1 19 0 1 1 2 0 8 0 8 32
07:30 AM 0 1 1 2 1 24 2 27 0 2 2 4 3 14 1 18 51
07:45 AM 0 2 1 3 1 14 1 16 0 1 0 1 1 11 1 13 33
Total 2 3 5 10 3 67 5 75 1 8 4 13 4 43 2 49 147
08:00 AM 0 3 1 4 1 22 1 24 2 5 1 8 1 16 1 18 54
08:15 AM 1 3 3 7 1 30 1 32 2 3 4 9 2 22 3 27 75
08:30 AM 3 2 1 6 5 37 2 44 5 4 0 9 0 25 8 33 92
08:45 AM 2 5 4 11 3 48 5 56 3 7 2 12 2 26 1 29 108
Total 6 13 9 28 10 137 9 156 12 19 7 38 5 89 13 107 329 Grand Total 8 16 14 38 13 204 14 231 13 27 11 51 9 132 15 156 476 Apprch % 21.1 42.1 36.8 5.6 88.3 6.1 25.5 52.9 21.6 5.8 84.6 9.6 Total % 1.7 3.4 2.9 8 2.7 42.9 2.9 48.5 2.7 5.7 2.3 10.7 1.9 27.7 3.2 32.8 S Canon Drive
Southbound
Charleville Boulevard
Westbound
S Canon Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 0 3 1 4 1 22 1 24 2 5 1 8 1 16 1 18 54
08:15 AM 1 3 3 7 1 30 1 32 2 3 4 9 2 22 3 27 75
08:30 AM 3 2 1 6 5 37 2 44 5 4 0 9 0 25 8 33 92
08:45 AM 2 5 4 11 3 48 5 56 3 7 2 12 2 26 1 29 108
Total Volume 6 13 9 28 10 137 9 156 12 19 7 38 5 89 13 107 329 % App. Total 21.4 46.4 32.1 6.4 87.8 5.8 31.6 50 18.4 4.7 83.2 12.1 PHF .500 .650 .563 .636 .500 .714 .450 .696 .600 .679 .438 .792 .625 .856 .406 .811 .762 Counts Unlimited, Inc.

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

I I I I I
File Name : 09_BVH_Can_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Charleville Boulevard
Weather: Clear
S Canon Drive
Charleville Boulevard
Charleville Boulevard
S Canon Drive
Right
9 Thru
13 Left
6 Out In Total
33 28 61
Right
9 Thru
137
Left
10 Out Total In
102 156 258
Left
12 Thru
19 Right
7 Out In Total
36 38 74
Left
5 Thru
89 Right
13 Total Out In
158 107 265
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. 0 3 1 4 1 22 1 24 2 5 1 8 1 16 1 18
+15 mins. 1 3 3 7 1 30 1 32 2 3 4 9 2 22 3 27
+30 mins. 3 2 1 6 5 37 2 44 5 4 0 9 0 25 8 33
+45 mins. 2 5 4 11 3 48 5 56 3 7 2 12 2 26 1 29
Total Volume 6 13 9 28 10 137 9 156 12 19 7 38 5 89 13 107 % App. Total 21.4 46.4 32.1 6.4 87.8 5.8 31.6 50 18.4 4.7 83.2 12.1 PHF .500 .650 .563 .636 .500 .714 .450 .696 .600 .679 .438 .792 .625 .856 .406 .811 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
C? - c=
I I
+- l ➔
-
-
-
T - _j ...
:{- - -
-
f- -
------t .__ -
~ -
-
7, - -
..... - ~
-
-
+- T ➔
I I
-
- 6 c=
File Name : 09_BVH_Can_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: S Canon Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
S Canon Drive
Southbound
Charleville Boulevard
Westbound
S Canon Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 3 7 6 16 3 47 4 54 1 5 4 10 2 57 3 62 142
04:15 PM 2 4 12 18 1 33 6 40 2 2 3 7 5 72 6 83 148
04:30 PM 0 4 5 9 2 42 6 50 2 4 1 7 5 65 1 71 137
04:45 PM 0 10 5 15 0 41 3 44 1 7 3 11 1 65 6 72 142
Total 5 25 28 58 6 163 19 188 6 18 11 35 13 259 16 288 569 05:00 PM 4 10 2 16 3 31 3 37 0 9 1 10 3 58 1 62 125
05:15 PM 1 4 3 8 3 34 1 38 3 5 8 16 5 62 6 73 135
05:30 PM 0 5 2 7 3 27 3 33 3 3 6 12 2 54 4 60 112
05:45 PM 1 5 2 8 7 31 2 40 1 3 4 8 4 55 3 62 118
Total 6 24 9 39 16 123 9 148 7 20 19 46 14 229 14 257 490 Grand Total 11 49 37 97 22 286 28 336 13 38 30 81 27 488 30 545 1059 Apprch % 11.3 50.5 38.1 6.5 85.1 8.3 16 46.9 37 5 89.5 5.5 Total % 1 4.6 3.5 9.2 2.1 27 2.6 31.7 1.2 3.6 2.8 7.6 2.5 46.1 2.8 51.5 S Canon Drive
Southbound
Charleville Boulevard
Westbound
S Canon Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 04:00 PM
04:00 PM 3 7 6 16 3 47 4 54 1 5 4 10 2 57 3 62 142
04:15 PM 2 4 12 18 1 33 6 40 2 2 3 7 5 72 6 83 148
04:30 PM 0 4 5 9 2 42 6 50 2 4 1 7 5 65 1 71 137
04:45 PM 0 10 5 15 0 41 3 44 1 7 3 11 1 65 6 72 142
Total Volume 5 25 28 58 6 163 19 188 6 18 11 35 13 259 16 288 569 % App. Total 8.6 43.1 48.3 3.2 86.7 10.1 17.1 51.4 31.4 4.5 89.9 5.6 PHF .417 .625 .583 .806 .500 .867 .792 .870 .750 .643 .688 .795 .650 .899 .667 .867 .961 Counts Unlimited, Inc.

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

I I I I I
File Name : 09_BVH_Can_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: S Canon Drive
E/W: Charleville Boulevard
Weather: Clear
S Canon Drive
Charleville Boulevard
Charleville Boulevard
S Canon Drive
Right
28 Thru
25 Left
5 Out In Total
50 58 108
Right
19 Thru
163
Left
6 Out Total In
275 188 463
Left
6 Thru
18 Right
11 Out In Total
47 35 82
Left
13 Thru
259
Right
16 Total Out In
197 288 485
Peak Hour Begins at 04:00 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:
04:00 PM 04:00 PM 04:45 PM 04:00 PM
+0 mins. 3 7 6 16 3 47 4 54 1 7 3 11 2 57 3 62
+15 mins. 2 4 12 18 1 33 6 40 0 9 1 10 5 72 6 83
+30 mins. 0 4 5 9 2 42 6 50 3 5 8 16 5 65 1 71
+45 mins. 0 10 5 15 0 41 3 44 3 3 6 12 1 65 6 72
Total Volume 5 25 28 58 6 163 19 188 7 24 18 49 13 259 16 288 % App. Total 8.6 43.1 48.3 3.2 86.7 10.1 14.3 49 36.7 4.5 89.9 5.6 PHF .417 .625 .583 .806 .500 .867 .792 .870 .583 .667 .563 .766 .650 .899 .667 .867 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Canon Dr Charleville Blvd Canon Dr Charleville Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
12 2 0 5 19
6401 11
8521 16
10 1 2 0 13
11 3 1 1 16
11 2 4 0 17
9731 20
8233 16
75 26 15 12 128
North Leg East Leg South Leg West Leg
Canon Dr Charleville Blvd Canon Dr Charleville Blvd
Pedestrians Pedestrians Pedestrians Pedestrians
10 2 3 1 16
16 3 5 1 25
10 2 0 1 13
9121 13
18 1 3 2 24
12 2 2 4 20
8302 13
11 1 7 7 26
94 15 22 19 150
Beverly Hills
Canon Dr
Charleville Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000010000000 1
000000000010 1
000000000020 2
001010000000 2
000010000010 2
000010000000 1
000010000020 3
0 0 1 0 5 0 0 0 0 0 6 0 12
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000030 4
000000000000 0
000000000000 0
000000000010 1
000000000000 0
000010000000 1
000000000010 1
000010000020 3
0 0 0 0 3 0 0 0 0 0 7 0 10
Charleville Blvd
Canon Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Canon Dr Charleville Blvd Canon Dr Charleville Blvd
TOTAL VOLUMES:

Canon Dr Charleville Blvd Canon Dr Charleville Blvd
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 10_BVH_Cres_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
Crescent Drive
Southbound
Charleville Boulevard
Westbound
Crescent Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 1 10 3 14 2 10 1 13 0 7 2 9 2 12 1 15 51
07:15 AM 0 5 5 10 0 13 0 13 0 8 1 9 2 7 0 9 41
07:30 AM 0 9 7 16 0 19 2 21 1 12 0 13 4 11 0 15 65
07:45 AM 2 9 6 17 3 9 2 14 0 20 0 20 4 7 1 12 63
Total 3 33 21 57 5 51 5 61 1 47 3 51 12 37 2 51 220
08:00 AM 1 13 7 21 2 16 2 20 2 13 1 16 5 11 0 16 73
08:15 AM 1 12 7 20 0 26 2 28 1 18 1 20 5 21 1 27 95
08:30 AM 5 17 10 32 6 30 4 40 3 30 1 34 6 23 1 30 136
08:45 AM 2 21 12 35 4 42 3 49 0 25 3 28 7 25 0 32 144
Total 9 63 36 108 12 114 11 137 6 86 6 98 23 80 2 105 448 Grand Total 12 96 57 165 17 165 16 198 7 133 9 149 35 117 4 156 668 Apprch % 7.3 58.2 34.5 8.6 83.3 8.1 4.7 89.3 6 22.4 75 2.6 Total % 1.8 14.4 8.5 24.7 2.5 24.7 2.4 29.6 1 19.9 1.3 22.3 5.2 17.5 0.6 23.4 Crescent Drive
Southbound
Charleville Boulevard
Westbound
Crescent Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 13 7 21 2 16 2 20 2 13 1 16 5 11 0 16 73
08:15 AM 1 12 7 20 0 26 2 28 1 18 1 20 5 21 1 27 95
08:30 AM 5 17 10 32 6 30 4 40 3 30 1 34 6 23 1 30 136
08:45 AM 2 21 12 35 4 42 3 49 0 25 3 28 7 25 0 32 144
Total Volume 9 63 36 108 12 114 11 137 6 86 6 98 23 80 2 105 448 % App. Total 8.3 58.3 33.3 8.8 83.2 8 6.1 87.8 6.1 21.9 76.2 1.9 PHF .450 .750 .750 .771 .500 .679 .688 .699 .500 .717 .500 .721 .821 .800 .500 .820 .778 Counts Unlimited, Inc.

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

I I I I I
File Name : 10_BVH_Cres_Char AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Charleville Boulevard
Weather: Clear
Crescent Drive
Charleville Boulevard
Charleville Boulevard
Crescent Drive
Right
36 Thru
63 Left
9 Out In Total
120 108 228
Right
11 Thru
114
Left
12 Out Total In
95 137 232
Left
6 Thru
86 Right
6 Out In Total
77 98 175
Left
23 Thru
80 Right
2 Total Out In
156 105 261
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 13 7 21 2 16 2 20 2 13 1 16 5 11 0 16
+15 mins. 1 12 7 20 0 26 2 28 1 18 1 20 5 21 1 27
+30 mins. 5 17 10 32 6 30 4 40 3 30 1 34 6 23 1 30
+45 mins. 2 21 12 35 4 42 3 49 0 25 3 28 7 25 0 32
Total Volume 9 63 36 108 12 114 11 137 6 86 6 98 23 80 2 105 % App. Total 8.3 58.3 33.3 8.8 83.2 8 6.1 87.8 6.1 21.9 76.2 1.9 PHF .450 .750 .750 .771 .500 .679 .688 .699 .500 .717 .500 .721 .821 .800 .500 .820 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
C? - c=
I I
+- l ➔
-
-
-
T - _j ...
:{- - -
-
f- -
------t .__ -
~ -
-
7, - -
..... - ~
-
-
+- T ➔
I I
-
- 6 c=
File Name : 10_BVH_Cres_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Charleville Boulevard
Weather: Clear
Groups Printed- Total Volume
Crescent Drive
Southbound
Charleville Boulevard
Westbound
Crescent Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 9 44 22 75 2 32 6 40 2 17 3 22 9 56 2 67 204
04:15 PM 7 45 13 65 3 26 4 33 0 17 1 18 9 65 1 75 191
04:30 PM 6 37 18 61 0 31 4 35 3 22 1 26 9 50 3 62 184
04:45 PM 4 31 11 46 3 32 7 42 2 18 1 21 7 57 1 65 174
Total 26 157 64 247 8 121 21 150 7 74 6 87 34 228 7 269 753 05:00 PM 13 48 9 70 3 27 5 35 1 19 1 21 12 54 0 66 192
05:15 PM 6 56 21 83 1 18 6 25 2 19 3 24 12 55 2 69 201
05:30 PM 6 44 15 65 3 19 13 35 0 25 5 30 9 51 2 62 192
05:45 PM 4 41 14 59 1 22 4 27 2 24 4 30 11 50 1 62 178
Total 29 189 59 277 8 86 28 122 5 87 13 105 44 210 5 259 763 Grand Total 55 346 123 524 16 207 49 272 12 161 19 192 78 438 12 528 1516 Apprch % 10.5 66 23.5 5.9 76.1 18 6.2 83.9 9.9 14.8 83 2.3 Total % 3.6 22.8 8.1 34.6 1.1 13.7 3.2 17.9 0.8 10.6 1.3 12.7 5.1 28.9 0.8 34.8 Crescent Drive
Southbound
Charleville Boulevard
Westbound
Crescent Drive
Northbound
Charleville Boulevard
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 13 48 9 70 3 27 5 35 1 19 1 21 12 54 0 66 192
05:15 PM 6 56 21 83 1 18 6 25 2 19 3 24 12 55 2 69 201
05:30 PM 6 44 15 65 3 19 13 35 0 25 5 30 9 51 2 62 192
05:45 PM 4 41 14 59 1 22 4 27 2 24 4 30 11 50 1 62 178
Total Volume 29 189 59 277 8 86 28 122 5 87 13 105 44 210 5 259 763 % App. Total 10.5 68.2 21.3 6.6 70.5 23 4.8 82.9 12.4 17 81.1 1.9 PHF .558 .844 .702 .834 .667 .796 .538 .871 .625 .870 .650 .875 .917 .955 .625 .938 .949 Counts Unlimited, Inc.

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

I I I I I
File Name : 10_BVH_Cres_Char PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Charleville Boulevard
Weather: Clear
Crescent Drive
Charleville Boulevard
Charleville Boulevard
Crescent Drive
Right
59 Thru
189
Left
29 Out In Total
159 277 436
Right
28 Thru
86 Left
8 Out Total In
252 122 374
Left
5 Thru
87 Right
13 Out In Total
202 105 307
Left
44 Thru
210
Right
5 Total Out In
150 259 409
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 05:00 PM 04:00 PM
+0 mins. 13 48 9 70 2 32 6 40 1 19 1 21 9 56 2 67
+15 mins. 6 56 21 83 3 26 4 33 2 19 3 24 9 65 1 75
+30 mins. 6 44 15 65 0 31 4 35 0 25 5 30 9 50 3 62
+45 mins. 4 41 14 59 3 32 7 42 2 24 4 30 7 57 1 65
Total Volume 29 189 59 277 8 121 21 150 5 87 13 105 34 228 7 269 % App. Total 10.5 68.2 21.3 5.3 80.7 14 4.8 82.9 12.4 12.6 84.8 2.6 PHF .558 .844 .702 .834 .667 .945 .750 .893 .625 .870 .650 .875 .944 .877 .583 .897 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Crescent Dr Charleville Blvd Crescent Dr Charleville Blvd Pedestrians Pedestrians Pedestrians Pedestrians
11 2 3 2 18
6273 18
6161 14
15 2 3 0 20
10 1 6 3 20
9072 18
4183 16
8168 23
69 10 46 22 147
North Leg East Leg South Leg West Leg
Crescent Dr Charleville Blvd Crescent Dr Charleville Blvd Pedestrians Pedestrians Pedestrians Pedestrians
11 6 19 7 43
9 2 14 4 29
8161 16
7 2 14 1 24
13 2 7 3 25
11 4 10 4 29
5 1 11 3 20
11 0 14 0 25
75 18 95 23 211
Beverly Hills
Crescent Dr
Charleville Blvd

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000000 1
000000000000 0
000000000010 1
000000000020 2
000010000000 1
000010000010 2
000010011000 3
000010020020 5
0 0 0 0 5 0 0 3 1 0 6 0 15
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000010000040 5
100000000000 1
000000010000 1
000000000010 1
000000000000 0
010010000000 2
000000000010 1
011000000000 2
1 2 1 0 2 0 0 1 0 0 6 0 13
Charleville Blvd
Crescent Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Crescent Dr Charleville Blvd Crescent Dr Charleville Blvd TOTAL VOLUMES:

Crescent Dr Charleville Blvd Crescent Dr Charleville Blvd Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 6 45 0 51 0 0 0 0 0 50 6 56 5 9 1 15 122
07:15 AM 8 52 0 60 0 0 0 0 0 46 11 57 6 6 6 18 135
07:30 AM 11 56 0 67 0 0 0 0 0 80 10 90 5 12 4 21 178
07:45 AM 8 83 0 91 0 0 0 0 0 84 16 100 9 13 3 25 216
Total 33 236 0 269 0 0 0 0 0 260 43 303 25 40 14 79 651 08:00 AM 14 80 0 94 0 0 0 0 0 94 12 106 10 13 5 28 228
08:15 AM 12 107 0 119 0 0 0 0 0 77 14 91 10 20 7 37 247 08:30 AM 13 93 0 106 0 0 0 0 0 78 31 109 6 17 14 37 252 08:45 AM 12 91 0 103 0 0 0 0 0 105 30 135 12 31 10 53 291 Total 51 371 0 422 0 0 0 0 0 354 87 441 38 81 36 155 1018 Grand Total 84 607 0 691 0 0 0 0 0 614 130 744 63 121 50 234 1669 Apprch % 12.2 87.8 0 0 0 0 0 82.5 17.5 26.9 51.7 21.4
Total % 5 36.4 0 41.4 0 0 0 0 0 36.8 7.8 44.6 3.8 7.2 3 14 Passenger Vehicles 83 592 0 675 0 0 0 0 0 598 127 725 59 114 46 219 1619 % Passenger Vehicles 98.8 97.5 0 97.7 0 0 0 0 0 97.4 97.7 97.4 93.7 94.2 92 93.6 97 Large 2 Axle Vehicles 1 15 0 16 0 0 0 0 0 14 2 16 3 6 4 13 45 % Large 2 Axle Vehicles 1.2 2.5 0 2.3 0 0 0 0 0 2.3 1.5 2.2 4.8 5 8 5.6 2.7 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 2 0 2 0 1 0 1 3
% 3 Axle Vehicles 0 0 0 0 0 0 0 0 0 0.3 0 0.3 0 0.8 0 0.4 0.2 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 1 2
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0.8 0.1 1.6 0 0 0.4 0.1 Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 14 80 0 94 0 0 0 0 0 94 12 106 10 13 5 28 228
08:15 AM 12 107 0 119 0 0 0 0 0 77 14 91 10 20 7 37 247 08:30 AM 13 93 0 106 0 0 0 0 0 78 31 109 6 17 14 37 252 08:45 AM 12 91 0 103 0 0 0 0 0 105 30 135 12 31 10 53 291 Total Volume 51 371 0 422 0 0 0 0 0 354 87 441 38 81 36 155 1018 % App. Total 12.1 87.9 0 0 0 0 0 80.3 19.7 24.5 52.3 23.2 PHF .911 .867 .000 .887 .000 .000 .000 .000 .000 .843 .702 .817 .792 .653 .643 .731 .875 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
371
Left
51 Out In Total
392 422 814
Right
0 Thru
0 Left
0 Out Total In
219 0 219
Left
0 Thru
354
Right
87 Out In Total
407 441 848
Left
38 Thru
81 Right
36 Total Out In
0 155 155
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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 07:00 AM 08:00 AM 08:00 AM
+0 mins. 14 80 0 94 0 0 0 0 0 94 12 106 10 13 5 28
+15 mins. 12 107 0 119 0 0 0 0 0 77 14 91 10 20 7 37
+30 mins. 13 93 0 106 0 0 0 0 0 78 31 109 6 17 14 37
+45 mins. 12 91 0 103 0 0 0 0 0 105 30 135 12 31 10 53
Total Volume 51 371 0 422 0 0 0 0 0 354 87 441 38 81 36 155 % App. Total 12.1 87.9 0 0 0 0 0 80.3 19.7 24.5 52.3 23.2 PHF .911 .867 .000 .887 .000 .000 .000 .000 .000 .843 .702 .817 .792 .653 .643 .731 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Passenger Vehicles
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 6 45 0 51 0 0 0 0 0 50 6 56 3 9 1 13 120
07:15 AM 8 50 0 58 0 0 0 0 0 44 10 54 6 4 6 16 128
07:30 AM 11 52 0 63 0 0 0 0 0 79 10 89 5 11 3 19 171
07:45 AM 8 81 0 89 0 0 0 0 0 80 15 95 9 13 3 25 209
Total 33 228 0 261 0 0 0 0 0 253 41 294 23 37 13 73 628 08:00 AM 14 78 0 92 0 0 0 0 0 90 11 101 9 12 5 26 219
08:15 AM 12 104 0 116 0 0 0 0 0 77 14 91 10 20 5 35 242 08:30 AM 13 91 0 104 0 0 0 0 0 76 31 107 6 14 13 33 244 08:45 AM 11 91 0 102 0 0 0 0 0 102 30 132 11 31 10 52 286 Total 50 364 0 414 0 0 0 0 0 345 86 431 36 77 33 146 991 Grand Total 83 592 0 675 0 0 0 0 0 598 127 725 59 114 46 219 1619 Apprch % 12.3 87.7 0 0 0 0 0 82.5 17.5 26.9 52.1 21
Total % 5.1 36.6 0 41.7 0 0 0 0 0 36.9 7.8 44.8 3.6 7 2.8 13.5 Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 14 78 0 92 0 0 0 0 0 90 11 101 9 12 5 26 219
08:15 AM 12 104 0 116 0 0 0 0 0 77 14 91 10 20 5 35 242 08:30 AM 13 91 0 104 0 0 0 0 0 76 31 107 6 14 13 33 244 08:45 AM 11 91 0 102 0 0 0 0 0 102 30 132 11 31 10 52 286 Total Volume 50 364 0 414 0 0 0 0 0 345 86 431 36 77 33 146 991 % App. Total 12.1 87.9 0 0 0 0 0 80 20 24.7 52.7 22.6
PHF .893 .875 .000 .892 .000 .000 .000 .000 .000 .846 .694 .816 .818 .621 .635 .702 .866 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
364
Left
50 Out In Total
381 414 795
Right
0 Thru
0 Left
0 Out Total In
213 0 213
Left
0 Thru
345
Right
86 Out In Total
397 431 828
Left
36 Thru
77 Right
33 Total Out In
0 146 146
Peak Hour Begins at 08:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 14 78 0 92 0 0 0 0 0 90 11 101 9 12 5 26
+15 mins. 12 104 0 116 0 0 0 0 0 77 14 91 10 20 5 35
+30 mins. 13 91 0 104 0 0 0 0 0 76 31 107 6 14 13 33
+45 mins. 11 91 0 102 0 0 0 0 0 102 30 132 11 31 10 52
Total Volume 50 364 0 414 0 0 0 0 0 345 86 431 36 77 33 146 % App. Total 12.1 87.9 0 0 0 0 0 80 20 24.7 52.7 22.6
PHF .893 .875 .000 .892 .000 .000 .000 .000 .000 .846 .694 .816 .818 .621 .635 .702 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
07:15 AM 0 2 0 2 0 0 0 0 0 1 1 2 0 2 0 2 6
07:30 AM 0 4 0 4 0 0 0 0 0 1 0 1 0 0 1 1 6
07:45 AM 0 2 0 2 0 0 0 0 0 4 0 4 0 0 0 0 6
Total 0 8 0 8 0 0 0 0 0 6 1 7 1 2 1 4 19
08:00 AM 0 2 0 2 0 0 0 0 0 3 1 4 1 1 0 2 8
08:15 AM 0 3 0 3 0 0 0 0 0 0 0 0 0 0 2 2 5
08:30 AM 0 2 0 2 0 0 0 0 0 2 0 2 0 3 1 4 8
08:45 AM 1 0 0 1 0 0 0 0 0 3 0 3 1 0 0 1 5
Total 1 7 0 8 0 0 0 0 0 8 1 9 2 4 3 9 26
Grand Total 1 15 0 16 0 0 0 0 0 14 2 16 3 6 4 13 45
Apprch % 6.2 93.8 0 0 0 0 0 87.5 12.5 23.1 46.2 30.8
Total % 2.2 33.3 0 35.6 0 0 0 0 0 31.1 4.4 35.6 6.7 13.3 8.9 28.9 Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 2 0 2 0 0 0 0 0 3 1 4 1 1 0 2 8
08:15 AM 0 3 0 3 0 0 0 0 0 0 0 0 0 0 2 2 5
08:30 AM 0 2 0 2 0 0 0 0 0 2 0 2 0 3 1 4 8
08:45 AM 1 0 0 1 0 0 0 0 0 3 0 3 1 0 0 1 5
Total Volume 1 7 0 8 0 0 0 0 0 8 1 9 2 4 3 9 26
% App. Total 12.5 87.5 0 0 0 0 0 88.9 11.1 22.2 44.4 33.3 PHF .250 .583 .000 .667 .000 .000 .000 .000 .000 .667 .250 .563 .500 .333 .375 .563 .813 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
7 Left
1 Out In Total
10 8 18
Right
0 Thru
0 Left
0 Out Total In
6 0 6
Left
0 Thru
8 Right
1 Out In Total
10 9 19
Left
2 Thru
4 Right
3 Total Out In
0 9 9
Peak Hour Begins at 08:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 2 0 2 0 0 0 0 0 3 1 4 1 1 0 2
+15 mins. 0 3 0 3 0 0 0 0 0 0 0 0 0 0 2 2
+30 mins. 0 2 0 2 0 0 0 0 0 2 0 2 0 3 1 4
+45 mins. 1 0 0 1 0 0 0 0 0 3 0 3 1 0 0 1
Total Volume 1 7 0 8 0 0 0 0 0 8 1 9 2 4 3 9
% App. Total 12.5 87.5 0 0 0 0 0 88.9 11.1 22.2 44.4 33.3 PHF .250 .583 .000 .667 .000 .000 .000 .000 .000 .667 .250 .563 .500 .333 .375 .563 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- 3 Axle Vehicles
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
07:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 2
08:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
Grand Total 0 0 0 0 0 0 0 0 0 2 0 2 0 1 0 1 3
Apprch % 0 0 0 0 0 0 0 100 0 0 100 0
Total % 0 0 0 0 0 0 0 0 0 66.7 0 66.7 0 33.3 0 33.3
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 1
% App. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 .250 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
1 0 1
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
1 Right
0 Out In Total
0 1 1
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 08:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
% App. Total 0 0 0 0 0 0 0 100 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .250 .000 .250 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- 4+ Axle Trucks
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
07:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:45 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1
Total 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 1 2
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Grand Total 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 1 2
Apprch % 0 0 0 0 0 0 0 0 100 100 0 0
Total % 0 0 0 0 0 0 0 0 0 0 50 50 50 0 0 50
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 08:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM 08:00 AM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
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File Name : 11_BVH_Bev_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 30 129 0 159 0 0 0 0 1 130 37 168 42 76 53 171 498 04:15 PM 30 121 0 151 0 0 0 0 1 97 38 136 42 82 47 171 458 04:30 PM 26 139 0 165 0 0 0 0 0 126 41 167 36 86 35 157 489 04:45 PM 29 119 0 148 0 0 0 0 0 112 46 158 34 79 33 146 452 Total 115 508 0 623 0 0 0 0 2 465 162 629 154 323 168 645 1897 05:00 PM 25 130 0 155 0 0 0 0 0 109 33 142 42 98 52 192 489 05:15 PM 22 119 0 141 0 0 0 0 0 121 38 159 35 111 47 193 493 05:30 PM 21 123 0 144 0 0 0 0 0 108 30 138 34 89 47 170 452 05:45 PM 22 112 0 134 0 0 0 0 0 103 37 140 33 88 40 161 435 Total 90 484 0 574 0 0 0 0 0 441 138 579 144 386 186 716 1869 Grand Total 205 992 0 1197 0 0 0 0 2 906 300 1208 298 709 354 1361 3766 Apprch % 17.1 82.9 0 0 0 0 0.2 75 24.8 21.9 52.1 26
Total % 5.4 26.3 0 31.8 0 0 0 0 0.1 24.1 8 32.1 7.9 18.8 9.4 36.1 Passenger Vehicles 201 975 0 1176 0 0 0 0 2 897 298 1197 297 705 349 1351 3724 % Passenger Vehicles 98 98.3 0 98.2 0 0 0 0 100 99 99.3 99.1 99.7 99.4 98.6 99.3 98.9 Large 2 Axle Vehicles 4 16 0 20 0 0 0 0 0 9 2 11 1 4 5 10 41 % Large 2 Axle Vehicles 2 1.6 0 1.7 0 0 0 0 0 1 0.7 0.9 0.3 0.6 1.4 0.7 1.1 3 Axle Vehicles 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1
% 3 Axle Vehicles 0 0.1 0 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% 4+ Axle Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 26 139 0 165 0 0 0 0 0 126 41 167 36 86 35 157 489 04:45 PM 29 119 0 148 0 0 0 0 0 112 46 158 34 79 33 146 452 05:00 PM 25 130 0 155 0 0 0 0 0 109 33 142 42 98 52 192 489 05:15 PM 22 119 0 141 0 0 0 0 0 121 38 159 35 111 47 193 493 Total Volume 102 507 0 609 0 0 0 0 0 468 158 626 147 374 167 688 1923 % App. Total 16.7 83.3 0 0 0 0 0 74.8 25.2 21.4 54.4 24.3 PHF .879 .912 .000 .923 .000 .000 .000 .000 .000 .929 .859 .937 .875 .842 .803 .891 .975 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
507
Left
102
Out In Total
615 609 1224
Right
0 Thru
0 Left
0 Out Total In
634 0 634
Left
0 Thru
468
Right
158
Out In Total
674 626 1300
Left
147
Thru
374
Right
167
Total Out In
0 688 688
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
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:
04:00 PM 04:00 PM 04:00 PM 05:00 PM
+0 mins. 30 129 0 159 0 0 0 0 1 130 37 168 42 98 52 192 +15 mins. 30 121 0 151 0 0 0 0 1 97 38 136 35 111 47 193 +30 mins. 26 139 0 165 0 0 0 0 0 126 41 167 34 89 47 170 +45 mins. 29 119 0 148 0 0 0 0 0 112 46 158 33 88 40 161 Total Volume 115 508 0 623 0 0 0 0 2 465 162 629 144 386 186 716 % App. Total 18.5 81.5 0 0 0 0 0.3 73.9 25.8 20.1 53.9 26 PHF .958 .914 .000 .944 .000 .000 .000 .000 .500 .894 .880 .936 .857 .869 .894 .927 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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-
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-
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File Name : 11_BVH_Bev_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Passenger Vehicles
Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 30 128 0 158 0 0 0 0 1 129 37 167 42 74 51 167 492 04:15 PM 29 116 0 145 0 0 0 0 1 95 38 134 41 81 47 169 448 04:30 PM 25 135 0 160 0 0 0 0 0 126 40 166 36 86 34 156 482 04:45 PM 28 119 0 147 0 0 0 0 0 111 46 157 34 79 33 146 450 Total 112 498 0 610 0 0 0 0 2 461 161 624 153 320 165 638 1872 05:00 PM 24 126 0 150 0 0 0 0 0 107 32 139 42 97 52 191 480 05:15 PM 22 118 0 140 0 0 0 0 0 121 38 159 35 111 47 193 492 05:30 PM 21 123 0 144 0 0 0 0 0 108 30 138 34 89 46 169 451 05:45 PM 22 110 0 132 0 0 0 0 0 100 37 137 33 88 39 160 429 Total 89 477 0 566 0 0 0 0 0 436 137 573 144 385 184 713 1852 Grand Total 201 975 0 1176 0 0 0 0 2 897 298 1197 297 705 349 1351 3724 Apprch % 17.1 82.9 0 0 0 0 0.2 74.9 24.9 22 52.2 25.8
Total % 5.4 26.2 0 31.6 0 0 0 0 0.1 24.1 8 32.1 8 18.9 9.4 36.3 Beverly Drive
Southbound
Dayton Way
Westbound
Beverly Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 25 135 0 160 0 0 0 0 0 126 40 166 36 86 34 156 482 04:45 PM 28 119 0 147 0 0 0 0 0 111 46 157 34 79 33 146 450 05:00 PM 24 126 0 150 0 0 0 0 0 107 32 139 42 97 52 191 480 05:15 PM 22 118 0 140 0 0 0 0 0 121 38 159 35 111 47 193 492 Total Volume 99 498 0 597 0 0 0 0 0 465 156 621 147 373 166 686 1904 % App. Total 16.6 83.4 0 0 0 0 0 74.9 25.1 21.4 54.4 24.2 PHF .884 .922 .000 .933 .000 .000 .000 .000 .000 .923 .848 .935 .875 .840 .798 .889 .967 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
498
Left
99 Out In Total
612 597 1209
Right
0 Thru
0 Left
0 Out Total In
628 0 628
Left
0 Thru
465
Right
156
Out In Total
664 621 1285
Left
147
Thru
373
Right
166
Total Out In
0 686 686
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 25 135 0 160 0 0 0 0 0 126 40 166 36 86 34 156 +15 mins. 28 119 0 147 0 0 0 0 0 111 46 157 34 79 33 146 +30 mins. 24 126 0 150 0 0 0 0 0 107 32 139 42 97 52 191 +45 mins. 22 118 0 140 0 0 0 0 0 121 38 159 35 111 47 193 Total Volume 99 498 0 597 0 0 0 0 0 465 156 621 147 373 166 686 % App. Total 16.6 83.4 0 0 0 0 0 74.9 25.1 21.4 54.4 24.2 PHF .884 .922 .000 .933 .000 .000 .000 .000 .000 .923 .848 .935 .875 .840 .798 .889 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
8 Left
3 Out In Total
3 11 14
Right
0 Thru
0 Left
0 Out Total In
6 0 6
Left
0 Thru
3 Right
2 Out In Total
9 5 14
Left
0 Thru
1 Right
1 Total Out In
0 2 2
Peak Hour Begins at 04:30 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 1 3 0 4 0 0 0 0 0 0 1 1 0 0 1 1
+15 mins. 1 0 0 1 0 0 0 0 0 1 0 1 0 0 0 0
+30 mins. 1 4 0 5 0 0 0 0 0 2 1 3 0 1 0 1
+45 mins. 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 3 8 0 11 0 0 0 0 0 3 2 5 0 1 1 2
% App. Total 27.3 72.7 0 0 0 0 0 60 40 0 50 50
PHF .750 .500 .000 .550 .000 .000 .000 .000 .000 .375 .500 .417 .000 .250 .250 .500 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
1 Left
0 Out In Total
0 1 1
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
1 0 1
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 04:30 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 100 0 0 0 0 0 0 0 0 0 0
PHF .000 .250 .000 .250 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

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

I I I I I
File Name : 11_BVH_Bev_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Beverly Drive
E/W: Dayton Way
Weather: Clear
Beverly Drive
Dayton Way
Dayton Way
Beverly Drive
Right
0 Thru
0 Left
0 Out In Total
0 0 0
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
0 Right
0 Total Out In
0 0 0
Peak Hour Begins at 04:30 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+15 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+30 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+45 mins. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total Volume 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% App. Total 0 0 0 0 0 0 0 0 0 0 0 0
PHF .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Beverly Dr Dayton Way Beverly Dr Dayton Way
Pedestrians Pedestrians Pedestrians Pedestrians
6447 21
9615 21
9 5 4 11 29
20 14 14 5 53
7 12 9 8 36
17 9 9 19 54
8 14 12 10 44
22 17 20 14 73
98 81 73 79 331
North Leg East Leg South Leg West Leg
Beverly Dr Dayton Way Beverly Dr Dayton Way
Pedestrians Pedestrians Pedestrians Pedestrians
57 37 54 64 212
46 71 52 69 238
58 74 57 76 265
59 56 51 51 217
53 75 51 87 266
66 69 56 54 245
55 70 40 41 206
59 65 60 57 241
453 517 421 499 1890
Beverly Hills
Beverly Dr
Dayton Way

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000020000 2
000000010000 1
000000010000 1
000000000000 0
000000000000 0
000000000000 0
000000010010 2
000000050010 6
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000010000 1
000010000120 4
000000000100 1
110100000000 3
000000000000 0
010000001000 2
000000000010 1
1 2 0 1 1 0 0 1 1 2 4 0 13
Dayton Way
Beverly Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Beverly Dr Dayton Way Beverly Dr Dayton Way
TOTAL VOLUMES:

Beverly Dr Dayton Way Beverly Dr Dayton Way
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 12_BVH_N Can_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: N Canon Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Total Volume
N Canon Drive
Southbound
Dayton Way
Westbound
N Canon Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 14 0 18 2 0 4 6 0 7 0 7 6 8 4 18 49
07:15 AM 8 12 0 20 3 0 4 7 0 6 1 7 7 10 2 19 53
07:30 AM 7 8 0 15 1 0 4 5 0 10 3 13 16 13 1 30 63
07:45 AM 7 13 0 20 4 0 10 14 0 8 3 11 4 22 5 31 76
Total 26 47 0 73 10 0 22 32 0 31 7 38 33 53 12 98 241
08:00 AM 10 8 0 18 2 0 8 10 0 8 1 9 4 34 2 40 77
08:15 AM 17 19 0 36 3 0 13 16 0 7 0 7 8 28 8 44 103
08:30 AM 6 16 0 22 8 0 16 24 0 13 2 15 6 36 11 53 114
08:45 AM 14 16 0 30 9 0 12 21 0 16 4 20 8 44 10 62 133
Total 47 59 0 106 22 0 49 71 0 44 7 51 26 142 31 199 427 Grand Total 73 106 0 179 32 0 71 103 0 75 14 89 59 195 43 297 668 Apprch % 40.8 59.2 0 31.1 0 68.9 0 84.3 15.7 19.9 65.7 14.5 Total % 10.9 15.9 0 26.8 4.8 0 10.6 15.4 0 11.2 2.1 13.3 8.8 29.2 6.4 44.5 N Canon Drive
Southbound
Dayton Way
Westbound
N Canon Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 8 0 18 2 0 8 10 0 8 1 9 4 34 2 40 77
08:15 AM 17 19 0 36 3 0 13 16 0 7 0 7 8 28 8 44 103
08:30 AM 6 16 0 22 8 0 16 24 0 13 2 15 6 36 11 53 114
08:45 AM 14 16 0 30 9 0 12 21 0 16 4 20 8 44 10 62 133
Total Volume 47 59 0 106 22 0 49 71 0 44 7 51 26 142 31 199 427 % App. Total 44.3 55.7 0 31 0 69 0 86.3 13.7 13.1 71.4 15.6 PHF .691 .776 .000 .736 .611 .000 .766 .740 .000 .688 .438 .638 .813 .807 .705 .802 .803 Counts Unlimited, Inc.

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

I I I I I
File Name : 12_BVH_N Can_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: N Canon Drive
E/W: Dayton Way
Weather: Clear
N Canon Drive
Dayton Way
Dayton Way
N Canon Drive
Right
0 Thru
59 Left
47 Out In Total
119 106 225
Right
49 Thru
0 Left
22 Out Total In
196 71 267
Left
0 Thru
44 Right
7 Out In Total
112 51 163
Left
26 Thru
142
Right
31 Total Out In
0 199 199
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 8 0 18 2 0 8 10 0 8 1 9 4 34 2 40
+15 mins. 17 19 0 36 3 0 13 16 0 7 0 7 8 28 8 44
+30 mins. 6 16 0 22 8 0 16 24 0 13 2 15 6 36 11 53
+45 mins. 14 16 0 30 9 0 12 21 0 16 4 20 8 44 10 62
Total Volume 47 59 0 106 22 0 49 71 0 44 7 51 26 142 31 199 % App. Total 44.3 55.7 0 31 0 69 0 86.3 13.7 13.1 71.4 15.6 PHF .691 .776 .000 .736 .611 .000 .766 .740 .000 .688 .438 .638 .813 .807 .705 .802 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
C? - c=
I I
+- l ➔
-
-
-
T - _j ...
:{- - -
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-
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File Name : 12_BVH_N Can_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: N Canon Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Total Volume
N Canon Drive
Southbound
Dayton Way
Westbound
N Canon Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 22 36 0 58 4 0 16 20 0 37 17 54 32 87 17 136 268 04:15 PM 33 40 0 73 3 0 11 14 0 39 8 47 35 92 20 147 281 04:30 PM 29 32 0 61 4 0 7 11 0 31 5 36 34 88 20 142 250 04:45 PM 29 32 0 61 8 0 18 26 0 40 10 50 38 90 16 144 281 Total 113 140 0 253 19 0 52 71 0 147 40 187 139 357 73 569 1080 05:00 PM 34 27 0 61 8 0 21 29 0 39 9 48 34 102 17 153 291 05:15 PM 29 40 0 69 7 0 13 20 0 42 16 58 43 102 20 165 312 05:30 PM 38 32 0 70 5 0 28 33 0 38 15 53 34 95 14 143 299 05:45 PM 33 31 0 64 6 0 17 23 0 24 12 36 34 82 24 140 263 Total 134 130 0 264 26 0 79 105 0 143 52 195 145 381 75 601 1165 Grand Total 247 270 0 517 45 0 131 176 0 290 92 382 284 738 148 1170 2245 Apprch % 47.8 52.2 0 25.6 0 74.4 0 75.9 24.1 24.3 63.1 12.6 Total % 11 12 0 23 2 0 5.8 7.8 0 12.9 4.1 17 12.7 32.9 6.6 52.1 N Canon Drive
Southbound
Dayton Way
Westbound
N Canon Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 04:45 PM
04:45 PM 29 32 0 61 8 0 18 26 0 40 10 50 38 90 16 144 281 05:00 PM 34 27 0 61 8 0 21 29 0 39 9 48 34 102 17 153 291 05:15 PM 29 40 0 69 7 0 13 20 0 42 16 58 43 102 20 165 312 05:30 PM 38 32 0 70 5 0 28 33 0 38 15 53 34 95 14 143 299 Total Volume 130 131 0 261 28 0 80 108 0 159 50 209 149 389 67 605 1183 % App. Total 49.8 50.2 0 25.9 0 74.1 0 76.1 23.9 24.6 64.3 11.1 PHF .855 .819 .000 .932 .875 .000 .714 .818 .000 .946 .781 .901 .866 .953 .838 .917 .948 Counts Unlimited, Inc.

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

I I I I I
File Name : 12_BVH_N Can_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: N Canon Drive
E/W: Dayton Way
Weather: Clear
N Canon Drive
Dayton Way
Dayton Way
N Canon Drive
Right
0 Thru
131
Left
130
Out In Total
388 261 649
Right
80 Thru
0 Left
28 Out Total In
569 108 677
Left
0 Thru
159
Right
50 Out In Total
226 209 435
Left
149
Thru
389
Right
67 Total Out In
0 605 605
Peak Hour Begins at 04:45 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 04:45 PM 04:45 PM
+0 mins. 34 27 0 61 8 0 18 26 0 40 10 50 38 90 16 144
+15 mins. 29 40 0 69 8 0 21 29 0 39 9 48 34 102 17 153
+30 mins. 38 32 0 70 7 0 13 20 0 42 16 58 43 102 20 165 +45 mins. 33 31 0 64 5 0 28 33 0 38 15 53 34 95 14 143
Total Volume 134 130 0 264 28 0 80 108 0 159 50 209 149 389 67 605 % App. Total 50.8 49.2 0 25.9 0 74.1 0 76.1 23.9 24.6 64.3 11.1 PHF .882 .813 .000 .943 .875 .000 .714 .818 .000 .946 .781 .901 .866 .953 .838 .917 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Canon Dr Dayton Way Canon Dr Dayton Way
Pedestrians Pedestrians Pedestrians Pedestrians
7572 21
7543 19
11 4 8 7 30
11 8 12 4 35
11 5 8 5 29
15 3 5 7 30
15 6 11 8 40
29 6 18 6 59
106 42 73 42 263
North Leg East Leg South Leg West Leg
Canon Dr Dayton Way Canon Dr Dayton Way
Pedestrians Pedestrians Pedestrians Pedestrians
35 29 37 38 139
44 11 23 35 113
48 20 29 30 127
48 22 34 27 131
35 16 25 33 109
36 21 32 42 131
38 20 26 23 107
30 30 24 22 106
314 169 230 250 963
Beverly Hills
Canon Dr
Dayton Way

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000100000000 1
000000000000 0
010000000000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
010100000000 2
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000000000 0
020000000001 3
000000000100 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
020000000111 5
Dayton Way
Canon Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Canon Dr Dayton Way Canon Dr Dayton Way
TOTAL VOLUMES:

Canon Dr Dayton Way Canon Dr Dayton Way
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 13_BVH_Cres_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Total Volume
Crescent Drive
Southbound
Dayton Way
Westbound
Crescent Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 13 1 16 6 6 5 17 3 13 2 18 3 6 4 13 64
07:15 AM 3 21 3 27 10 7 4 21 2 30 4 36 7 5 10 22 106
07:30 AM 0 32 5 37 11 4 11 26 5 36 0 41 10 4 7 21 125
07:45 AM 1 37 0 38 6 6 12 24 10 51 2 63 9 11 10 30 155
Total 6 103 9 118 33 23 32 88 20 130 8 158 29 26 31 86 450 08:00 AM 5 28 6 39 6 10 15 31 0 29 6 35 8 13 19 40 145
08:15 AM 3 56 5 64 9 15 24 48 2 43 2 47 5 17 16 38 197
08:30 AM 4 50 9 63 9 24 25 58 7 76 6 89 11 12 12 35 245 08:45 AM 2 74 10 86 12 18 33 63 2 54 1 57 14 20 22 56 262 Total 14 208 30 252 36 67 97 200 11 202 15 228 38 62 69 169 849 Grand Total 20 311 39 370 69 90 129 288 31 332 23 386 67 88 100 255 1299 Apprch % 5.4 84.1 10.5 24 31.2 44.8 8 86 6 26.3 34.5 39.2 Total % 1.5 23.9 3 28.5 5.3 6.9 9.9 22.2 2.4 25.6 1.8 29.7 5.2 6.8 7.7 19.6 Crescent Drive
Southbound
Dayton Way
Westbound
Crescent Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 28 6 39 6 10 15 31 0 29 6 35 8 13 19 40 145
08:15 AM 3 56 5 64 9 15 24 48 2 43 2 47 5 17 16 38 197
08:30 AM 4 50 9 63 9 24 25 58 7 76 6 89 11 12 12 35 245 08:45 AM 2 74 10 86 12 18 33 63 2 54 1 57 14 20 22 56 262 Total Volume 14 208 30 252 36 67 97 200 11 202 15 228 38 62 69 169 849 % App. Total 5.6 82.5 11.9 18 33.5 48.5 4.8 88.6 6.6 22.5 36.7 40.8 PHF .700 .703 .750 .733 .750 .698 .735 .794 .393 .664 .625 .640 .679 .775 .784 .754 .810 Counts Unlimited, Inc.

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

I I I I I
File Name : 13_BVH_Cres_Day AM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Dayton Way
Weather: Clear
Crescent Drive
Dayton Way
Dayton Way
Crescent Drive
Right
30 Thru
208
Left
14 Out In Total
337 252 589
Right
97 Thru
67 Left
36 Out Total In
91 200 291
Left
11 Thru
202
Right
15 Out In Total
313 228 541
Left
38 Thru
62 Right
69 Total Out In
108 169 277
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. 5 28 6 39 6 10 15 31 10 51 2 63 8 13 19 40
+15 mins. 3 56 5 64 9 15 24 48 0 29 6 35 5 17 16 38
+30 mins. 4 50 9 63 9 24 25 58 2 43 2 47 11 12 12 35
+45 mins. 2 74 10 86 12 18 33 63 7 76 6 89 14 20 22 56
Total Volume 14 208 30 252 36 67 97 200 19 199 16 234 38 62 69 169 % App. Total 5.6 82.5 11.9 18 33.5 48.5 8.1 85 6.8 22.5 36.7 40.8 PHF .700 .703 .750 .733 .750 .698 .735 .794 .475 .655 .667 .657 .679 .775 .784 .754 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268
-
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File Name : 13_BVH_Cres_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 1
City of Beverly Hills
N/S: Crescent Drive
E/W: Dayton Way
Weather: Clear
Groups Printed- Total Volume
Crescent Drive
Southbound
Dayton Way
Westbound
Crescent Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 12 74 7 93 10 8 12 30 8 86 8 102 27 71 28 126 351 04:15 PM 7 72 8 87 5 7 13 25 0 65 3 68 31 62 31 124 304 04:30 PM 10 89 9 108 3 4 12 19 4 72 10 86 26 77 25 128 341 04:45 PM 5 64 9 78 4 12 13 29 7 66 8 81 24 75 31 130 318 Total 34 299 33 366 22 31 50 103 19 289 29 337 108 285 115 508 1314 05:00 PM 9 78 15 102 7 6 11 24 10 85 7 102 22 89 33 144 372 05:15 PM 10 84 3 97 4 11 14 29 8 87 10 105 17 95 35 147 378 05:30 PM 11 69 10 90 11 11 7 29 9 86 5 100 28 85 34 147 366 05:45 PM 10 69 10 89 3 11 8 22 5 86 4 95 28 64 31 123 329 Total 40 300 38 378 25 39 40 104 32 344 26 402 95 333 133 561 1445 Grand Total 74 599 71 744 47 70 90 207 51 633 55 739 203 618 248 1069 2759 Apprch % 9.9 80.5 9.5 22.7 33.8 43.5 6.9 85.7 7.4 19 57.8 23.2 Total % 2.7 21.7 2.6 27 1.7 2.5 3.3 7.5 1.8 22.9 2 26.8 7.4 22.4 9 38.7 Crescent Drive
Southbound
Dayton Way
Westbound
Crescent Drive
Northbound
Dayton Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right 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 9 78 15 102 7 6 11 24 10 85 7 102 22 89 33 144 372 05:15 PM 10 84 3 97 4 11 14 29 8 87 10 105 17 95 35 147 378 05:30 PM 11 69 10 90 11 11 7 29 9 86 5 100 28 85 34 147 366 05:45 PM 10 69 10 89 3 11 8 22 5 86 4 95 28 64 31 123 329 Total Volume 40 300 38 378 25 39 40 104 32 344 26 402 95 333 133 561 1445 % App. Total 10.6 79.4 10.1 24 37.5 38.5 8 85.6 6.5 16.9 59.4 23.7 PHF .909 .893 .633 .926 .568 .886 .714 .897 .800 .989 .650 .957 .848 .876 .950 .954 .956 Counts Unlimited, Inc.

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

I I I I I
File Name : 13_BVH_Cres_Day PM
Site Code : 99923635
Start Date : 6/21/2023
Page No : 2
City of Beverly Hills
N/S: Crescent Drive
E/W: Dayton Way
Weather: Clear
Crescent Drive
Dayton Way
Dayton Way
Crescent Drive
Right
38 Thru
300
Left
40 Out In Total
479 378 857
Right
40 Thru
39 Left
25 Out Total In
399 104 503
Left
32 Thru
344
Right
26 Out In Total
458 402 860
Left
95 Thru
333
Right
133
Total Out In
109 561 670
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 04:45 PM 05:00 PM 04:45 PM
+0 mins. 10 89 9 108 4 12 13 29 10 85 7 102 24 75 31 130 +15 mins. 5 64 9 78 7 6 11 24 8 87 10 105 22 89 33 144
+30 mins. 9 78 15 102 4 11 14 29 9 86 5 100 17 95 35 147 +45 mins. 10 84 3 97 11 11 7 29 5 86 4 95 28 85 34 147
Total Volume 34 315 36 385 26 40 45 111 32 344 26 402 91 344 133 568 % App. Total 8.8 81.8 9.4 23.4 36 40.5 8 85.6 6.5 16 60.6 23.4 PHF .850 .885 .600 .891 .591 .833 .804 .957 .800 .989 .650 .957 .813 .905 .950 .966 Counts Unlimited, Inc.

North Leg East Leg South Leg West Leg
Crescent Dr Dayton Way Crescent Dr Dayton Way
Pedestrians Pedestrians Pedestrians Pedestrians
0048 12
3376 19
3927 21
5 3 7 10 25
3578 23
7688 29
10 3 2 8 23
6 3 9 11 29
37 32 46 66 181
North Leg East Leg South Leg West Leg
Crescent Dr Dayton Way Crescent Dr Dayton Way
Pedestrians Pedestrians Pedestrians Pedestrians
18 8 7 42 75
12 5 9 33 59
12 5 10 35 62
12 4 10 29 55
11 6 5 32 54
7 3 8 19 37
16 10 12 26 64
11 7 9 23 50
99 48 70 239 456
Beverly Hills
Crescent Dr
Dayton Way

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Location: Date: 6/21/2023
N/S: Day: Wednesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000100000000 1
000010000000 1
000000000000 0
000000000000 0
010000010000 2
000000000000 0
000000010000 1
000000010000 1
010110030000 6
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000000000 0
100000020000 3
000000010000 1
000000000000 0
020000000000 2
010100000000 2
000000000000 0
130100030010 9
Dayton Way
Crescent Dr
Beverly Hills

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
Crescent Dr Dayton Way Crescent Dr Dayton Way
TOTAL VOLUMES:

Crescent Dr Dayton Way Crescent Dr Dayton Way
Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951-268-6268
Appendix B
Intersection Level of Service Worksheets –
Synchro
Existing Conditions
AM Peak Hour
HCM Signalized Intersection Capacity Analysis Existing Conditions 1: El Camino Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 480 48 88 766 24 0 0 45 0 0 0
Future Volume (vph) 2 480 48 88 766 24 0 0 45 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 1.00 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4832 1770 4919 1580
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4536 1770 4919 1580
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 2 533 53 98 851 27 0 0 50 0 0 0
RTOR Reduction (vph) 0 5 0 0 1 0 0 0 45 0 0 0
Lane Group Flow (vph) 0 583 0 98 877 0 0 0 5 0 0 0
Confl. Peds. (#/hr) 43
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 5% 2% 2% 5% 4% 2% 2% 4% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 80.9 9.6 80.9 9.6
Effective Green, g (s) 80.9 9.6 80.9 9.6
Actuated g/C Ratio 0.81 0.10 0.81 0.10
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3669 169 3979 151
v/s Ratio Prot c0.06 c0.18
v/s Ratio Perm 0.13 0.00
v/c Ratio 0.16 0.58 0.22 0.03
Uniform Delay, d1 2.1 43.3 2.2 41.0
Progression Factor 1.00 0.74 3.91 1.00
Incremental Delay, d2 0.1 4.5 0.1 0.1
Delay (s) 2.2 36.7 8.8 41.1
Level of Service A D A D
Approach Delay (s) 2.2 11.6 41.1 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 41.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
.,,
HCM 6th Signalized Intersection Summary Existing Conditions 2: Beverly Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 400 65 106 755 77 72 416 40 0 301 56 Future Volume (veh/h) 49 400 65 106 755 77 72 416 40 0 301 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.94 1.00 0.91 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1841 1856 1841 1870 1856 0 1870 1841 Adj Flow Rate, veh/h 56 460 75 122 868 89 83 478 46 0 346 64 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 6 6 2 2 4 3 4 2 3 0 2 4
Cap, veh/h 306 1875 298 442 2084 212 84 1302 526 0 946 395 Arrive On Green 0.01 0.14 0.14 0.04 0.45 0.45 0.05 0.37 0.37 0.00 0.27 0.27 Sat Flow, veh/h 1725 4275 679 1781 4602 469 1753 3554 1437 0 3647 1481 Grp Volume(v), veh/h 56 352 183 122 631 326 83 478 46 0 346 64 Grp Sat Flow(s),veh/h/ln1725 1648 1657 1781 1675 1721 1753 1777 1437 0 1777 1481 Q Serve(g_s), s 1.8 9.5 9.8 3.8 12.7 12.8 4.7 9.8 2.1 0.0 7.9 3.3 Cycle Q Clear(g_c), s 1.8 9.5 9.8 3.8 12.7 12.8 4.7 9.8 2.1 0.0 7.9 3.3 Prop In Lane 1.00 0.41 1.00 0.27 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 306 1446 727 442 1517 779 84 1302 526 0 946 395 V/C Ratio(X) 0.18 0.24 0.25 0.28 0.42 0.42 0.99 0.37 0.09 0.00 0.37 0.16 Avail Cap(c_a), veh/h 330 1446 727 442 1517 779 84 1379 558 0 1023 427 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 1.00 0.97 0.97 0.97 0.00 0.99 0.99 Uniform Delay (d), s/veh 15.6 28.0 28.2 14.9 18.4 18.5 47.6 23.2 20.7 0.0 29.8 28.1 Incr Delay (d2), s/veh 0.1 0.4 0.8 0.1 0.8 1.7 91.7 0.2 0.1 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 4.2 4.5 1.5 5.0 5.4 4.2 4.2 0.7 0.0 3.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 28.4 29.0 15.0 19.3 20.1 139.3 23.4 20.8 0.0 30.2 28.4 LnGrp LOS B C C B B C F C C A C C
Approach Vol, veh/h 591 1079 607 410
Approach Delay, s/veh 27.4 19.1 39.0 29.9
Approach LOS C B D C
Timer - Assigned Phs 1 2 3 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 49.2 10.0 31.8 7.6 50.6 41.8 Change Period (Y+Rc), s 4.6 5.3 5.2 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s 4.4 41.7 4.8 28.8 4.4 41.7 38.8 Max Q Clear Time (g_c+I1), s 5.8 11.8 6.7 9.9 3.8 14.8 11.8 Green Ext Time (p_c), s 0.0 7.3 0.0 3.3 0.0 13.2 3.7
Intersection Summary
HCM 6th Ctrl Delay 27.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. "'i ttf+
HCM 6th TWSC Existing Conditions
3: Reeves Drive & Wilshire Boulevard AM Peak Hour
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 426 17 0 985 0 28
Future Vol, veh/h 426 17 0 985 0 28
Conflicting Peds, #/hr 0 38 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 6 2 2 4 2 7
Mvmt Flow 513 20 0 1187 0 34
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 305
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.24
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.97
Pot Cap-1 Maneuver - - 0 - 0 578
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 557
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 11.9

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 557 - - -
HCM Lane V/C Ratio 0.061 - - -
HCM Control Delay (s) 11.9 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.2 - - -
ttt
HCM Signalized Intersection Capacity Analysis Existing Conditions 4: Canon Drive & Wilshire Boulevard AM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 434 14 12 978 0 21
Future Volume (vph) 434 14 12 978 0 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 5.6 6.3 5.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4868 1671 4988 1644
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 4868 1671 4988 1644
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 499 16 14 1124 0 24
RTOR Reduction (vph) 1 0 0 0 0 23
Lane Group Flow (vph) 514 0 14 1124 0 1
Confl. Peds. (#/hr) 24
Heavy Vehicles (%) 6% 2% 8% 4% 2% 0%
Turn Type NA Prot NA Perm
Protected Phases 2 1 6
Permitted Phases 8
Actuated Green, G (s) 79.3 1.4 86.3 2.2
Effective Green, g (s) 79.3 1.4 86.3 2.2
Actuated g/C Ratio 0.79 0.01 0.86 0.02
Clearance Time (s) 6.3 5.6 6.3 5.2
Vehicle Extension (s) 5.0 2.0 5.0 3.0
Lane Grp Cap (vph) 3860 23 4304 36
v/s Ratio Prot 0.11 0.01 c0.23
v/s Ratio Perm c0.00
v/c Ratio 0.13 0.61 0.26 0.01
Uniform Delay, d1 2.4 49.0 1.2 47.8
Progression Factor 0.91 0.80 0.74 1.00
Incremental Delay, d2 0.1 25.5 0.1 0.2
Delay (s) 2.2 64.7 1.0 48.0
Level of Service A E A D
Approach Delay (s) 2.2 1.8 48.0
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 2.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing Conditions 5: Crescent Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 411 9 16 901 117 12 103 10 136 88 86 Future Volume (veh/h) 38 411 9 16 901 117 12 103 10 136 88 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 1.00 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1811 1737 1870 1841 1870 1781 1870 1870 1870 1870 1856 Adj Flow Rate, veh/h 42 457 10 18 1001 130 13 114 11 151 98 96 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 8 6 11 2 4 2 8 2 2 2 2 3
Cap, veh/h 52 2990 65 21 2607 338 153 151 15 204 214 163 Arrive On Green 0.06 1.00 1.00 0.01 0.58 0.58 0.09 0.09 0.09 0.11 0.11 0.11 Sat Flow, veh/h 1697 4976 108 1781 4478 580 1697 1679 162 1781 1870 1428 Grp Volume(v), veh/h 42 302 165 18 748 383 13 0 125 151 98 96 Grp Sat Flow(s),veh/h/ln1697 1648 1789 1781 1675 1708 1697 0 1841 1781 1870 1428 Q Serve(g_s), s 2.4 0.0 0.0 1.0 12.0 12.1 0.7 0.0 6.6 8.2 4.9 6.4 Cycle Q Clear(g_c), s 2.4 0.0 0.0 1.0 12.0 12.1 0.7 0.0 6.6 8.2 4.9 6.4 Prop In Lane 1.00 0.06 1.00 0.34 1.00 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 52 1980 1075 21 1950 994 153 0 166 204 214 163 V/C Ratio(X) 0.81 0.15 0.15 0.85 0.38 0.39 0.09 0.00 0.76 0.74 0.46 0.59 Avail Cap(c_a), veh/h 58 1980 1075 61 1950 994 404 0 438 228 239 183 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 0.0 0.0 49.3 11.2 11.3 41.7 0.0 44.4 42.8 41.4 42.0 Incr Delay (d2), s/veh 47.3 0.2 0.3 28.0 0.6 1.1 0.2 0.0 6.8 10.9 1.5 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 0.1 0.6 4.5 4.7 0.3 0.0 3.3 4.2 2.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 0.2 0.3 77.3 11.8 12.4 42.0 0.0 51.3 53.7 42.9 46.0 LnGrp LOS F A A E B B D A D D D D
Approach Vol, veh/h 509 1149 138 345
Approach Delay, s/veh 7.9 13.0 50.4 48.5
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 65.4 13.2 7.7 63.5 15.6
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s 3.4 41.7 * 24 3.4 41.7 12.8 Max Q Clear Time (g_c+I1), s 3.0 2.0 8.6 4.4 14.1 10.2
Green Ext Time (p_c), s 0.0 6.7 0.6 0.0 15.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttl+ "i ttl+
HCM 6th AWSC Existing Conditions
6: El Camino Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 86 5 21 135 42 5 112 39 10 20 26
Future Vol, veh/h 17 86 5 21 135 42 5 112 39 10 20 26
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 23 115 7 28 180 56 7 149 52 13 27 35
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 9.3 10.3 10.1 8.6

HCM LOS A B B A

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 3% 16% 11% 33% 0%
Vol Thru, % 72% 80% 68% 67% 0%
Vol Right, % 25% 5% 21% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 156 108 198 30 26
LT Vol 5 17 21 10 0
Through Vol 112 86 135 20 0
RT Vol 39 5 42 0 26
Lane Flow Rate 208 144 264 40 35
Geometry Grp 5 2 2 7 7
Degree of Util (X) 0.287 0.199 0.346 0.066 0.049
Departure Headway (Hd) 4.972 4.977 4.723 5.917 5.04
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 718 714 755 600 703
Service Time 3.044 3.051 2.786 3.702 2.825
HCM Lane V/C Ratio 0.29 0.202 0.35 0.067 0.05
HCM Control Delay 10.1 9.3 10.3 9.1 8.1
HCM Lane LOS B A B A A
HCM 95th-tile Q 1.2 0.7 1.5 0.2 0.2
HCM 6th Signalized Intersection Summary Existing Conditions 7: Beverly Drive & Charleville Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 49 51 38 86 35 72 504 38 39 342 48 Future Volume (veh/h) 31 49 51 38 86 35 72 504 38 39 342 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.92 0.97 0.88 0.98 0.88 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 1841 Adj Flow Rate, veh/h 40 63 65 49 110 45 92 646 49 50 438 62 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 2 2 2 2 3 2 2 2 2 2 4
Cap, veh/h 56 65 450 52 93 446 542 1723 130 448 1565 219 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.05 0.52 0.52 0.04 0.51 0.51 Sat Flow, veh/h 0 212 1456 0 300 1444 1781 3310 251 1781 3068 430 Grp Volume(v), veh/h 103 0 65 159 0 45 92 346 349 50 252 248 Grp Sat Flow(s),veh/h/ln 212 0 1456 300 0 1444 1781 1777 1784 1781 1777 1721 Q Serve(g_s), s 0.0 0.0 2.9 0.0 0.0 2.0 2.2 10.4 10.5 1.2 7.3 7.4 Cycle Q Clear(g_c), s 27.8 0.0 2.9 27.8 0.0 2.0 2.2 10.4 10.5 1.2 7.3 7.4 Prop In Lane 0.39 1.00 0.31 1.00 1.00 0.14 1.00 0.25
Lane Grp Cap(c), veh/h 121 0 450 145 0 446 542 925 928 448 906 878 V/C Ratio(X) 0.85 0.00 0.14 1.10 0.00 0.10 0.17 0.37 0.38 0.11 0.28 0.28 Avail Cap(c_a), veh/h 121 0 450 145 0 446 651 925 928 576 906 878 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 28.3 0.0 22.5 28.7 0.0 22.2 9.5 12.9 12.9 9.9 12.6 12.6 Incr Delay (d2), s/veh 40.7 0.0 0.1 102.7 0.0 0.1 0.1 1.2 1.2 0.0 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 0.0 1.0 7.4 0.0 0.7 0.8 4.3 4.3 0.4 3.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.1 0.0 22.6 131.4 0.0 22.3 9.6 14.0 14.0 10.0 13.2 13.3 LnGrp LOS E A C F A C A B B A B B
Approach Vol, veh/h 168 204 787 550
Approach Delay, s/veh 51.1 107.3 13.5 13.0
Approach LOS D F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 51.4 32.0 7.5 50.5 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.2 12.5 29.8 4.2 9.4 29.8 Green Ext Time (p_c), s 0.0 9.3 0.0 0.0 6.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 28.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i tf+
HCM 6th AWSC Existing Conditions
8: Reeves Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 80 20 11 123 22 12 23 20 3 6 13
Future Vol, veh/h 14 80 20 11 123 22 12 23 20 3 6 13
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 17 99 25 14 152 27 15 28 25 4 7 16
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.1 8.5 8 7.6

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 22% 12% 7% 14%
Vol Thru, % 42% 70% 79% 27%
Vol Right, % 36% 18% 14% 59%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 55 114 156 22
LT Vol 12 14 11 3
Through Vol 23 80 123 6
RT Vol 20 20 22 13
Lane Flow Rate 68 141 193 27
Geometry Grp 1 1 1 1
Degree of Util (X) 0.085 0.167 0.227 0.033
Departure Headway (Hd) 4.519 4.27 4.241 4.417
Convergence, Y/N Yes Yes Yes Yes
Cap 794 843 851 811
Service Time 2.539 2.284 2.241 2.439
HCM Lane V/C Ratio 0.086 0.167 0.227 0.033
HCM Control Delay 8 8.1 8.5 7.6
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.6 0.9 0.1 4 4
4 4
HCM 6th AWSC Existing Conditions
9: Canon Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 89 13 10 137 9 12 19 7 6 13 9
Future Vol, veh/h 5 89 13 10 137 9 12 19 7 6 13 9
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 110 16 12 169 11 15 23 9 7 16 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.1 8.5 7.9 7.8

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 32% 5% 6% 21%
Vol Thru, % 50% 83% 88% 46%
Vol Right, % 18% 12% 6% 32%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 38 107 156 28
LT Vol 12 5 10 6
Through Vol 19 89 137 13
RT Vol 7 13 9 9
Lane Flow Rate 47 132 193 35
Geometry Grp 1 1 1 1
Degree of Util (X) 0.06 0.157 0.222 0.044
Departure Headway (Hd) 4.641 4.268 4.156 4.554
Convergence, Y/N Yes Yes Yes Yes
Cap 775 845 849 789
Service Time 2.651 2.268 2.252 2.564
HCM Lane V/C Ratio 0.061 0.156 0.227 0.044
HCM Control Delay 7.9 8.1 8.5 7.8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.6 0.8 0.1 4 4
4 4
HCM 6th AWSC Existing Conditions
10: Crescent Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 80 2 12 114 11 6 86 6 9 63 36
Future Vol, veh/h 23 80 2 12 114 11 6 86 6 9 63 36
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 28 98 2 15 139 13 7 105 7 11 77 44
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.8 9 8.7 8.6

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 6% 22% 9% 8%
Vol Thru, % 88% 76% 83% 58%
Vol Right, % 6% 2% 8% 33%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 98 105 137 108
LT Vol 6 23 12 9
Through Vol 86 80 114 63
RT Vol 6 2 11 36
Lane Flow Rate 120 128 167 132
Geometry Grp 1 1 1 1
Degree of Util (X) 0.158 0.169 0.216 0.168
Departure Headway (Hd) 4.769 4.76 4.652 4.6
Convergence, Y/N Yes Yes Yes Yes
Cap 749 752 770 777
Service Time 2.813 2.804 2.693 2.642
HCM Lane V/C Ratio 0.16 0.17 0.217 0.17
HCM Control Delay 8.7 8.8 9 8.6
HCM Lane LOS A A A A
HCM 95th-tile Q 0.6 0.6 0.8 0.6 4 4
4 4
HCM 6th Signalized Intersection Summary Existing Conditions 11: Dayton Way & Beverly Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0 Future Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.96 1.00 0.86
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1826 0 0 1856 1870 1826 1826 1781 Adj Flow Rate, veh/h 70 508 0 0 485 119 52 111 49
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Percent Heavy Veh, % 2 5 0 0 3 2 5 5 8
Cap, veh/h 598 2297 0 0 1846 450 210 484 258
Arrive On Green 0.66 0.66 0.00 0.00 0.66 0.66 0.20 0.20 0.20 Sat Flow, veh/h 809 3561 0 0 2881 679 1060 2447 1304
Grp Volume(v), veh/h 70 508 0 0 305 299 87 76 49
Grp Sat Flow(s),veh/h/ln 809 1735 0 0 1763 1704 1773 1735 1304 Q Serve(g_s), s 2.3 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9
Cycle Q Clear(g_c), s 6.6 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9 Prop In Lane 1.00 0.00 0.00 0.40 0.60 1.00
Lane Grp Cap(c), veh/h 598 2297 0 0 1167 1128 351 343 258 V/C Ratio(X) 0.12 0.22 0.00 0.00 0.26 0.26 0.25 0.22 0.19 Avail Cap(c_a), veh/h 598 2297 0 0 1167 1128 762 746 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.5 4.0 0.0 0.0 4.1 4.2 20.3 20.2 20.1 Incr Delay (d2), s/veh 0.4 0.2 0.0 0.0 0.5 0.5 0.4 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.0 0.0 0.0 1.3 1.2 1.0 0.9 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.9 4.2 0.0 0.0 4.6 4.7 20.7 20.5 20.4 LnGrp LOS A A A A A A C C C
Approach Vol, veh/h 578 604 212
Approach Delay, s/veh 4.4 4.7 20.5
Approach LOS A A C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 43.9 16.1 43.9
Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2
Max Green Setting (Gmax), s * 26 * 26 * 26
Max Q Clear Time (g_c+I1), s 6.3 4.5 8.6
Green Ext Time (p_c), s 3.9 1.1 3.8
Intersection Summary
HCM 6th Ctrl Delay 7.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tt -- 4t '--------~
HCM Signalized Intersection Capacity Analysis Existing Conditions 12: Dayton Way & Canon Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Future Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.94
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.97 0.91
Flt Protected 0.98 1.00 0.95 1.00 0.98
Satd. Flow (prot) 3411 3437 1770 1794 1564
Flt Permitted 0.84 1.00 0.95 1.00 0.98
Satd. Flow (perm) 2931 3437 1770 1794 1564
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 59 74 0 0 55 9 32 178 39 28 0 61
RTOR Reduction (vph) 0 0 0 0 4 0 0 12 0 0 69 0
Lane Group Flow (vph) 0 133 0 0 60 0 33 205 0 0 20 0
Confl. Peds. (#/hr) 20 20 70 42 42 70
Turn Type Perm NA NA Split NA Split NA
Protected Phases 6 2 4 4 8 8
Permitted Phases 6
Actuated Green, G (s) 36.3 36.3 13.7 13.7 8.0
Effective Green, g (s) 36.3 36.3 13.7 13.7 8.0
Actuated g/C Ratio 0.52 0.52 0.20 0.20 0.11
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 5.0 5.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1519 1782 346 351 178
v/s Ratio Prot 0.02 0.02 c0.11 c0.01
v/s Ratio Perm c0.05
v/c Ratio 0.09 0.03 0.10 0.58 0.11
Uniform Delay, d1 8.5 8.3 23.1 25.6 27.8
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.1 2.5 0.3
Delay (s) 8.6 8.3 23.2 28.0 28.1
Level of Service A A C C C
Approach Delay (s) 8.6 8.3 27.4 28.1
Approach LOS A A C C
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
+ft
HCM 6th Signalized Intersection Summary Existing Conditions 13: Dayton Way & Crescent Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Future Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 0.98 0.97 0.98 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 19 277 40 15 269 20 51 83 92 48 89 129 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 135 1756 247 122 1907 139 137 189 173 119 167 203 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 112 2884 406 92 3131 228 245 735 673 188 648 787 Grp Volume(v), veh/h 177 0 159 159 0 145 226 0 0 266 0 0 Grp Sat Flow(s),veh/h/ln1787 0 1615 1798 0 1653 1652 0 0 1622 0 0 Q Serve(g_s), s 0.0 0.0 2.6 0.0 0.0 2.3 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 2.4 0.0 2.6 2.2 0.0 2.3 6.6 0.0 0.0 8.3 0.0 0.0 Prop In Lane 0.11 0.25 0.09 0.14 0.23 0.41 0.18 0.48
Lane Grp Cap(c), veh/h 1155 0 983 1161 0 1007 499 0 0 489 0 0 V/C Ratio(X) 0.15 0.00 0.16 0.14 0.00 0.14 0.45 0.00 0.00 0.54 0.00 0.00 Avail Cap(c_a), veh/h 1155 0 983 1161 0 1007 640 0 0 632 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.77 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 0.0 5.1 5.0 0.0 5.0 19.0 0.0 0.0 19.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.4 0.2 0.0 0.3 1.1 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 0.0 0.8 0.7 0.0 0.7 2.7 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.3 0.0 5.4 5.3 0.0 5.3 20.1 0.0 0.0 21.6 0.0 0.0 LnGrp LOS A A A A A A C A A C A A
Approach Vol, veh/h 336 304 226 266
Approach Delay, s/veh 5.4 5.3 20.1 21.6
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 40.5 19.5 40.5 19.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 21.0 31.0 21.0
Max Q Clear Time (g_c+I1), s 4.3 8.6 4.6 10.3
Green Ext Time (p_c), s 1.9 1.9 2.2 2.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
PM Peak Hour
HCM Signalized Intersection Capacity Analysis Existing Conditions 1: El Camino Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 954 62 59 663 25 0 0 99 0 0 0
Future Volume (vph) 3 954 62 59 663 25 0 0 99 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 0.99 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4937 1770 4964 1611
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4635 1770 4964 1611
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 3 1026 67 63 713 27 0 0 106 0 0 0
RTOR Reduction (vph) 0 3 0 0 2 0 0 0 54 0 0 0
Lane Group Flow (vph) 0 1093 0 63 738 0 0 0 52 0 0 0
Confl. Peds. (#/hr) 69
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 3% 2% 2% 4% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 81.3 9.2 81.3 9.2
Effective Green, g (s) 81.3 9.2 81.3 9.2
Actuated g/C Ratio 0.81 0.09 0.81 0.09
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3768 162 4035 148
v/s Ratio Prot c0.04 0.15
v/s Ratio Perm c0.24 0.03
v/c Ratio 0.29 0.39 0.18 0.35
Uniform Delay, d1 2.3 42.8 2.1 42.6
Progression Factor 1.00 0.68 3.46 1.00
Incremental Delay, d2 0.2 1.5 0.1 1.4
Delay (s) 2.5 30.6 7.2 44.0
Level of Service A C A D
Approach Delay (s) 2.5 9.0 44.0 0.0
Approach LOS A A D A
Intersection Summary
HCM 2000 Control Delay 7.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
.,,
HCM 6th Signalized Intersection Summary Existing Conditions 2: Beverly Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 855 109 105 537 81 45 367 85 0 521 163 Future Volume (veh/h) 88 855 109 105 537 81 45 367 85 0 521 163 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.93 0.99 0.93 1.00 0.89 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 1870 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 98 950 121 117 597 90 50 408 94 0 579 181 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 3 2 2 4 2 2 2 2 0 2 2
Cap, veh/h 389 1949 247 274 1890 279 64 1324 528 0 1012 402 Arrive On Green 0.01 0.14 0.14 0.03 0.29 0.29 0.04 0.37 0.37 0.00 0.28 0.28 Sat Flow, veh/h 1781 4508 572 1781 4372 646 1781 3554 1418 0 3647 1413 Grp Volume(v), veh/h 98 711 360 117 455 232 50 408 94 0 579 181 Grp Sat Flow(s),veh/h/ln1781 1689 1703 1781 1675 1668 1781 1777 1418 0 1777 1413 Q Serve(g_s), s 3.0 19.4 19.5 3.7 10.6 10.9 2.8 8.1 4.5 0.0 13.9 10.5 Cycle Q Clear(g_c), s 3.0 19.4 19.5 3.7 10.6 10.9 2.8 8.1 4.5 0.0 13.9 10.5 Prop In Lane 1.00 0.34 1.00 0.39 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 389 1460 736 274 1448 721 64 1324 528 0 1012 402 V/C Ratio(X) 0.25 0.49 0.49 0.43 0.31 0.32 0.78 0.31 0.18 0.00 0.57 0.45 Avail Cap(c_a), veh/h 389 1460 736 274 1448 721 86 1379 550 0 1023 407 HCM Platoon Ratio 0.33 0.33 0.33 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.98 0.98 0.98 0.00 0.96 0.96 Uniform Delay (d), s/veh 15.7 32.6 32.7 17.4 23.9 24.0 47.8 22.2 21.1 0.0 30.6 29.3 Incr Delay (d2), s/veh 0.1 1.1 2.2 0.4 0.6 1.2 19.5 0.1 0.2 0.0 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 9.0 9.3 1.5 4.6 4.8 1.6 3.4 1.5 0.0 6.1 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 33.8 34.9 17.8 24.5 25.2 67.3 22.4 21.2 0.0 31.5 30.4 LnGrp LOS B C C B C C E C C A C C
Approach Vol, veh/h 1169 804 552 760
Approach Delay, s/veh 32.6 23.7 26.2 31.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 48.5 8.8 33.7 9.0 48.5 42.5 Change Period (Y+Rc), s 4.6 5.3 5.2 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s 4.4 41.7 4.8 28.8 4.4 41.7 38.8 Max Q Clear Time (g_c+I1), s 5.7 21.5 4.8 15.9 5.0 12.9 10.1 Green Ext Time (p_c), s 0.0 12.3 0.0 5.2 0.0 9.5 3.4
Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. "'i ttf+
HCM 6th TWSC Existing Conditions
3: Reeves Drive & Wilshire Boulevard PM Peak Hour
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 932 14 0 736 0 72
Future Vol, veh/h 932 14 0 736 0 72
Conflicting Peds, #/hr 0 63 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 2 2 3 2 2
Mvmt Flow 1024 15 0 809 0 79
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 583
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 390
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 367
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 17.5

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 367 - - -
HCM Lane V/C Ratio 0.216 - - -
HCM Control Delay (s) 17.5 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.8 - - -
ttt
HCM Signalized Intersection Capacity Analysis Existing Conditions 4: Canon Drive & Wilshire Boulevard PM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 976 8 17 737 0 48
Future Volume (vph) 976 8 17 737 0 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 5.6 6.3 5.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 5026 1770 5036 1611
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 5026 1770 5036 1611
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 1097 9 19 828 0 54
RTOR Reduction (vph) 0 0 0 0 0 52
Lane Group Flow (vph) 1106 0 19 828 0 2
Confl. Peds. (#/hr) 56
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 3% 2% 2% 3% 2% 2%
Turn Type NA Prot NA Perm
Protected Phases 2 1 6
Permitted Phases 8
Actuated Green, G (s) 75.8 2.7 84.1 4.4
Effective Green, g (s) 75.8 2.7 84.1 4.4
Actuated g/C Ratio 0.76 0.03 0.84 0.04
Clearance Time (s) 6.3 5.6 6.3 5.2
Vehicle Extension (s) 5.0 2.0 5.0 3.0
Lane Grp Cap (vph) 3809 47 4235 70
v/s Ratio Prot c0.22 0.01 c0.16
v/s Ratio Perm c0.00
v/c Ratio 0.29 0.40 0.20 0.03
Uniform Delay, d1 3.8 47.9 1.5 45.8
Progression Factor 2.05 1.10 0.42 1.00
Incremental Delay, d2 0.2 1.9 0.1 0.2
Delay (s) 7.9 54.7 0.7 46.0
Level of Service A D A D
Approach Delay (s) 7.9 1.9 46.0
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 6.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing Conditions 5: Crescent Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 932 20 16 594 139 18 141 27 218 236 140 Future Volume (veh/h) 61 932 20 16 594 139 18 141 27 218 236 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.84 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 1870 1870 1841 1870 1870 1870 Adj Flow Rate, veh/h 69 1059 23 18 675 158 20 160 31 248 268 159 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 3 2 2 4 2 2 2 4 2 2 2
Cap, veh/h 61 2788 61 21 2125 489 232 198 38 228 239 170 Arrive On Green 0.07 1.00 1.00 0.01 0.52 0.52 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 5096 111 1781 4049 931 1781 1522 295 1781 1870 1329 Grp Volume(v), veh/h 69 702 380 18 556 277 20 0 191 248 268 159 Grp Sat Flow(s),veh/h/ln1781 1689 1830 1781 1675 1631 1781 0 1817 1781 1870 1329 Q Serve(g_s), s 3.4 0.0 0.0 1.0 9.5 9.7 1.0 0.0 10.2 12.8 12.8 11.9 Cycle Q Clear(g_c), s 3.4 0.0 0.0 1.0 9.5 9.7 1.0 0.0 10.2 12.8 12.8 11.9 Prop In Lane 1.00 0.06 1.00 0.57 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 61 1847 1001 21 1758 856 232 0 237 228 239 170 V/C Ratio(X) 1.14 0.38 0.38 0.85 0.32 0.32 0.09 0.00 0.81 1.09 1.12 0.93 Avail Cap(c_a), veh/h 61 1847 1001 61 1758 856 424 0 433 228 239 170 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 0.0 0.0 49.3 13.5 13.6 38.3 0.0 42.3 43.6 43.6 43.2 Incr Delay (d2), s/veh 156.9 0.6 1.1 28.0 0.5 1.0 0.2 0.0 6.4 84.9 94.0 50.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 0.1 0.3 0.6 3.6 3.7 0.4 0.0 5.0 11.0 12.2 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 203.5 0.6 1.1 77.3 14.0 14.6 38.4 0.0 48.7 128.5 137.6 93.4 LnGrp LOS F A A E B B D A D F F F
Approach Vol, veh/h 1151 851 211 675
Approach Delay, s/veh 12.9 15.5 47.7 123.9
Approach LOS B B D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 60.0 17.2 8.0 57.8 17.0
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s 3.4 41.7 * 24 3.4 41.7 12.8 Max Q Clear Time (g_c+I1), s 3.0 2.0 12.2 5.4 11.7 14.8 Green Ext Time (p_c), s 0.0 18.4 0.8 0.0 12.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 42.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttl+ "i ttl+
HCM 6th AWSC Existing Conditions
6: El Camino Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh12.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 227 12 21 138 27 16 61 52 85 95 52 Future Vol, veh/h 31 227 12 21 138 27 16 61 52 85 95 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 35 258 14 24 157 31 18 69 59 97 108 59
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 13.3 11.4 10.6 12

HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 12% 11% 11% 47% 0%
Vol Thru, % 47% 84% 74% 53% 0%
Vol Right, % 40% 4% 15% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 129 270 186 180 52
LT Vol 16 31 21 85 0
Through Vol 61 227 138 95 0
RT Vol 52 12 27 0 52
Lane Flow Rate 147 307 211 205 59
Geometry Grp 5 2 2 7 7
Degree of Util (X) 0.235 0.468 0.329 0.367 0.09
Departure Headway (Hd) 5.778 5.493 5.597 6.454 5.503
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 619 654 640 556 649
Service Time 3.843 3.546 3.654 4.209 3.257
HCM Lane V/C Ratio 0.237 0.469 0.33 0.369 0.091
HCM Control Delay 10.6 13.3 11.4 12.9 8.8
HCM Lane LOS B B B B A
HCM 95th-tile Q 0.9 2.5 1.4 1.7 0.3
HCM 6th Signalized Intersection Summary Existing Conditions 7: Beverly Drive & Charleville Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 180 108 60 92 61 58 445 68 53 595 44 Future Volume (veh/h) 50 180 108 60 92 61 58 445 68 53 595 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.91 0.97 0.82 0.96 0.80 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 186 111 62 95 63 60 459 70 55 613 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 2 2 2 2
Cap, veh/h 49 144 446 56 64 446 463 1553 234 513 1701 124 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.04 0.52 0.52 0.04 0.52 0.52 Sat Flow, veh/h 0 466 1445 0 206 1445 1781 2996 451 1781 3292 241 Grp Volume(v), veh/h 238 0 111 157 0 63 60 270 259 55 330 328 Grp Sat Flow(s),veh/h/ln 466 0 1445 206 0 1445 1781 1777 1670 1781 1777 1756 Q Serve(g_s), s 0.0 0.0 5.2 0.0 0.0 2.8 1.4 7.8 8.0 1.3 9.9 10.0 Cycle Q Clear(g_c), s 27.8 0.0 5.2 27.8 0.0 2.8 1.4 7.8 8.0 1.3 9.9 10.0 Prop In Lane 0.22 1.00 0.39 1.00 1.00 0.27 1.00 0.14
Lane Grp Cap(c), veh/h 193 0 446 119 0 446 463 921 866 513 918 907 V/C Ratio(X) 1.24 0.00 0.25 1.31 0.00 0.14 0.13 0.29 0.30 0.11 0.36 0.36 Avail Cap(c_a), veh/h 193 0 446 119 0 446 584 921 866 637 918 907 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75 Uniform Delay (d), s/veh 26.8 0.0 23.3 31.0 0.0 22.5 9.6 12.3 12.4 9.4 12.9 12.9 Incr Delay (d2), s/veh 142.6 0.0 0.3 188.8 0.0 0.1 0.0 0.8 0.9 0.0 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.8 0.0 1.8 8.9 0.0 1.0 0.5 3.2 3.1 0.5 4.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 169.4 0.0 23.6 219.8 0.0 22.6 9.7 13.1 13.2 9.4 13.7 13.8 LnGrp LOS F A C F A C A B B A B B
Approach Vol, veh/h 349 220 589 713
Approach Delay, s/veh 123.0 163.3 12.8 13.4
Approach LOS F F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 51.3 32.0 6.9 51.1 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.3 10.0 29.8 3.4 12.0 29.8 Green Ext Time (p_c), s 0.0 7.1 0.0 0.0 8.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 51.3
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i tf+
HCM 6th AWSC Existing Conditions
8: Reeves Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 249 42 20 147 25 14 19 18 15 22 42 Future Vol, veh/h 31 249 42 20 147 25 14 19 18 15 22 42 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 257 43 21 152 26 14 20 19 15 23 43
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.5 9.1 8.5 8.6

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 27% 10% 10% 19%
Vol Thru, % 37% 77% 77% 28%
Vol Right, % 35% 13% 13% 53%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 51 322 192 79
LT Vol 14 31 20 15
Through Vol 19 249 147 22
RT Vol 18 42 25 42
Lane Flow Rate 53 332 198 81
Geometry Grp 1 1 1 1
Degree of Util (X) 0.074 0.408 0.251 0.111
Departure Headway (Hd) 5.076 4.429 4.57 4.908
Convergence, Y/N Yes Yes Yes Yes
Cap 702 810 784 727
Service Time 3.132 2.463 2.609 2.961
HCM Lane V/C Ratio 0.075 0.41 0.253 0.111
HCM Control Delay 8.5 10.5 9.1 8.6
HCM Lane LOS A B A A
HCM 95th-tile Q 0.2 2 1 0.4 4 4
4 4
HCM 6th AWSC Existing Conditions
9: Canon Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 259 16 6 163 19 6 18 11 5 25 28
Future Vol, veh/h 13 259 16 6 163 19 6 18 11 5 25 28
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 15 298 18 7 187 22 7 21 13 6 29 32
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.4 9.2 8.4 8.5

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 17% 5% 3% 9%
Vol Thru, % 51% 90% 87% 43%
Vol Right, % 31% 6% 10% 48%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 35 288 188 58
LT Vol 6 13 6 5
Through Vol 18 259 163 25
RT Vol 11 16 19 28
Lane Flow Rate 40 331 216 67
Geometry Grp 1 1 1 1
Degree of Util (X) 0.057 0.405 0.27 0.091
Departure Headway (Hd) 5.087 4.409 4.499 4.929
Convergence, Y/N Yes Yes Yes Yes
Cap 701 814 797 725
Service Time 3.138 2.44 2.531 2.976
HCM Lane V/C Ratio 0.057 0.407 0.271 0.092
HCM Control Delay 8.4 10.4 9.2 8.5
HCM Lane LOS A B A A
HCM 95th-tile Q 0.2 2 1.1 0.3 4 4
4 4
HCM 6th AWSC Existing Conditions
10: Crescent Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh11.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 210 5 8 86 28 5 87 13 29 189 59
Future Vol, veh/h 44 210 5 8 86 28 5 87 13 29 189 59
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 49 233 6 9 96 31 6 97 14 32 210 66
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.3 9.9 9.8 12.3

HCM LOS B A A B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 17% 7% 10%
Vol Thru, % 83% 81% 70% 68%
Vol Right, % 12% 2% 23% 21%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 105 259 122 277
LT Vol 5 44 8 29
Through Vol 87 210 86 189
RT Vol 13 5 28 59
Lane Flow Rate 117 288 136 308
Geometry Grp 1 1 1 1
Degree of Util (X) 0.179 0.426 0.205 0.443
Departure Headway (Hd) 5.528 5.328 5.432 5.18
Convergence, Y/N Yes Yes Yes Yes
Cap 647 676 660 696
Service Time 3.573 3.363 3.475 3.216
HCM Lane V/C Ratio 0.181 0.426 0.206 0.443
HCM Control Delay 9.8 12.3 9.9 12.3
HCM Lane LOS A B A B
HCM 95th-tile Q 0.6 2.1 0.8 2.3 4 4
4 4
HCM 6th Signalized Intersection Summary Existing Conditions 11: Dayton Way & Beverly Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 102 507 0 0 468 158 147 374 167 0 0 0 Future Volume (veh/h) 102 507 0 0 468 158 147 374 167 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 1.00 1.00 0.82 1.00 0.68
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 110 545 0 0 503 170 158 402 180
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 2 0 0 2 2 2 2 2
Cap, veh/h 386 1768 0 0 1227 409 351 953 390
Arrive On Green 0.50 0.50 0.00 0.00 0.50 0.50 0.36 0.36 0.36 Sat Flow, veh/h 724 3647 0 0 2561 823 970 2629 1076
Grp Volume(v), veh/h 110 545 0 0 360 313 297 263 180
Grp Sat Flow(s),veh/h/ln 724 1777 0 0 1777 1513 1822 1777 1076 Q Serve(g_s), s 6.8 5.5 0.0 0.0 7.7 7.8 7.4 6.6 7.7
Cycle Q Clear(g_c), s 14.7 5.5 0.0 0.0 7.7 7.8 7.4 6.6 7.7 Prop In Lane 1.00 0.00 0.00 0.54 0.53 1.00
Lane Grp Cap(c), veh/h 386 1768 0 0 884 753 660 644 390 V/C Ratio(X) 0.29 0.31 0.00 0.00 0.41 0.42 0.45 0.41 0.46 Avail Cap(c_a), veh/h 386 1768 0 0 884 753 783 764 463
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 8.9 0.0 0.0 9.5 9.5 14.6 14.3 14.6 Incr Delay (d2), s/veh 1.9 0.5 0.0 0.0 1.3 1.6 0.5 0.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 2.0 0.0 0.0 2.9 2.6 2.9 2.5 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 9.4 0.0 0.0 10.8 11.2 15.0 14.7 15.5 LnGrp LOS B A A A B B B B B
Approach Vol, veh/h 655 673 740
Approach Delay, s/veh 10.5 11.0 15.0
Approach LOS B B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 34.1 25.9 34.1
Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2
Max Green Setting (Gmax), s * 26 * 26 * 26
Max Q Clear Time (g_c+I1), s 9.8 9.7 16.7
Green Ext Time (p_c), s 4.2 4.2 3.1
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tt -- 4t '--------~
HCM Signalized Intersection Capacity Analysis Existing Conditions 12: Dayton Way & Canon Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 130 131 0 0 159 50 149 389 67 28 0 80 Future Volume (vph) 130 131 0 0 159 50 149 389 67 28 0 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.96 1.00 0.98 0.88
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 0.98 0.90
Flt Protected 0.98 1.00 0.95 1.00 0.99
Satd. Flow (prot) 3407 3269 1770 1787 1455
Flt Permitted 0.72 1.00 0.95 1.00 0.99
Satd. Flow (perm) 2527 3269 1770 1787 1455
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 141 142 0 0 173 54 162 423 73 30 0 87
RTOR Reduction (vph) 0 0 0 0 30 0 0 9 0 0 77 0
Lane Group Flow (vph) 0 283 0 0 197 0 162 487 0 0 40 0
Confl. Peds. (#/hr) 20 87 139 107 107 139
Turn Type Perm NA NA Split NA Split NA
Protected Phases 6 2 4 4 8 8
Permitted Phases 6
Actuated Green, G (s) 30.6 30.6 19.0 19.0 8.4
Effective Green, g (s) 30.6 30.6 19.0 19.0 8.4
Actuated g/C Ratio 0.44 0.44 0.27 0.27 0.12
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 5.0 5.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1104 1429 480 485 174
v/s Ratio Prot 0.06 0.09 c0.27 c0.03
v/s Ratio Perm c0.11
v/c Ratio 0.26 0.14 0.34 1.00 0.23
Uniform Delay, d1 12.5 11.8 20.5 25.5 27.9
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.2 0.4 42.0 0.7
Delay (s) 13.0 12.0 20.9 67.5 28.6
Level of Service B B C E C
Approach Delay (s) 13.0 12.0 56.0 28.6
Approach LOS B B E C
Intersection Summary
HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
+ft
HCM 6th Signalized Intersection Summary Existing Conditions 13: Dayton Way & Crescent Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 40 300 38 32 344 26 95 333 133 25 39 40 Future Volume (veh/h) 40 300 38 32 344 26 95 333 133 25 39 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 0.90 0.95 0.90 0.97 0.96 0.99 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 309 39 33 355 27 98 343 137 26 40 41 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 197 1378 171 156 1530 114 147 371 139 150 220 184 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 242 2666 331 169 2962 221 220 1060 398 216 630 525 Grp Volume(v), veh/h 201 0 188 215 0 200 578 0 0 107 0 0 Grp Sat Flow(s),veh/h/ln1639 0 1601 1718 0 1634 1677 0 0 1370 0 0 Q Serve(g_s), s 0.0 0.0 3.9 0.0 0.0 4.0 16.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 3.9 3.8 0.0 4.0 20.5 0.0 0.0 2.6 0.0 0.0 Prop In Lane 0.20 0.21 0.15 0.14 0.17 0.24 0.24 0.38
Lane Grp Cap(c), veh/h 919 0 827 957 0 844 657 0 0 554 0 0 V/C Ratio(X) 0.22 0.00 0.23 0.22 0.00 0.24 0.88 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh/h 919 0 827 957 0 844 657 0 0 554 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.9 0.0 7.9 7.9 0.0 8.0 19.2 0.0 0.0 13.5 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.6 0.5 0.0 0.7 1.5 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 1.3 1.5 0.0 1.4 7.5 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.4 0.0 8.6 8.5 0.0 8.6 20.7 0.0 0.0 13.9 0.0 0.0 LnGrp LOS A A A A A A C A A B A A
Approach Vol, veh/h 389 415 578 107
Approach Delay, s/veh 8.5 8.6 20.7 13.9
Approach LOS A A C B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 35.0 25.0 35.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 21.0 31.0 21.0
Max Q Clear Time (g_c+I1), s 6.0 22.5 5.9 4.6
Green Ext Time (p_c), s 2.8 0.0 2.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
Alternative 1
AM Peak Hour
HCM Signalized Intersection Capacity Analysis Alternative 1 1: El Camino Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 480 48 88 694 24 0 0 45 0 0 0
Future Volume (vph) 2 480 48 88 694 24 0 0 45 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 0.99 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4832 1770 4917 1580
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4536 1770 4917 1580
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 2 533 53 98 771 27 0 0 50 0 0 0
RTOR Reduction (vph) 0 5 0 0 2 0 0 0 45 0 0 0
Lane Group Flow (vph) 0 583 0 98 796 0005000
Confl. Peds. (#/hr) 43
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 5% 2% 2% 5% 4% 2% 2% 4% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 80.9 9.6 80.9 9.6
Effective Green, g (s) 80.9 9.6 80.9 9.6
Actuated g/C Ratio 0.81 0.10 0.81 0.10
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3669 169 3977 151
v/s Ratio Prot c0.06 c0.16
v/s Ratio Perm 0.13 0.00
v/c Ratio 0.16 0.58 0.20 0.03
Uniform Delay, d1 2.1 43.3 2.2 41.0
Progression Factor 1.00 0.99 3.41 1.00
Incremental Delay, d2 0.1 4.5 0.1 0.1
Delay (s) 2.2 47.3 7.5 41.1
Level of Service A D A D
Approach Delay (s) 2.2 11.9 41.1 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Alternative 1
2: Beverly Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 400 65 106 755 77 0 416 40 0 301 56 Future Volume (veh/h) 49 400 65 106 755 77 0 416 40 0 301 56 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.95 1.00 0.90 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1841 1856 0 1870 1856 0 1870 1841 Adj Flow Rate, veh/h 56 460 75 122 868 89 0 478 46 0 346 64 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 6 62243023024
Cap, veh/h 306 2061 327 481 2289 233 0 604 459 0 604 482 Arrive On Green 0.01 0.16 0.16 0.01 0.16 0.16 0.00 0.32 0.32 0.00 0.32 0.32 Sat Flow, veh/h 1725 4277 679 1781 4605 470 0 1870 1419 0 1870 1492 Grp Volume(v), veh/h 56 352 183 122 630 327 0 478 46 0 346 64 Grp Sat Flow(s),veh/h/ln1725 1648 1660 1781 1675 1724 0 1870 1419 0 1870 1492 Q Serve(g_s), s 1.6 9.3 9.6 3.4 16.8 16.9 0.0 23.2 2.3 0.0 15.4 3.0 Cycle Q Clear(g_c), s 1.6 9.3 9.6 3.4 16.8 16.9 0.0 23.2 2.3 0.0 15.4 3.0 Prop In Lane 1.00 0.41 1.00 0.27 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 306 1588 800 481 1666 857 0 604 459 0 604 482 V/C Ratio(X) 0.18 0.22 0.23 0.25 0.38 0.38 0.00 0.79 0.10 0.00 0.57 0.13 Avail Cap(c_a), veh/h 333 1588 800 481 1666 857 0 726 551 0 726 579 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 1.00 0.00 0.98 0.98 0.00 0.99 0.99 Uniform Delay (d), s/veh 14.0 25.7 25.8 13.0 28.0 28.1 0.0 30.8 23.7 0.0 28.1 23.9 Incr Delay (d2), s/veh 0.1 0.3 0.7 0.1 0.7 1.3 0.0 4.9 0.1 0.0 1.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 4.1 4.4 1.4 7.7 8.1 0.0 11.2 2.2 0.0 7.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.1 26.0 26.5 13.1 28.7 29.4 0.0 35.7 23.8 0.0 29.3 24.1 LnGrp LOS B C C B C C A D C A C C
Approach Vol, veh/h 591 1079 524 410
Approach Delay, s/veh 25.0 27.1 34.6 28.5
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 53.5 37.5 7.5 55.0 37.5
Change Period (Y+Rc), s 4.6 5.3 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s4.4 41.7 38.8 4.4 41.7 38.8
Max Q Clear Time (g_c+I1), s5.4 11.6 17.4 3.6 18.9 25.2 Green Ext Time (p_c), s 0.0 7.3 3.4 0.0 12.0 2.8
Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. ., ttf+ t 7' ____ _
HCM 6th TWSC Alternative 1
3: Reeves Drive & Wilshire Boulevard AM Peak Hour
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 418 25 0 985 0 28
Future Vol, veh/h 418 25 0 985 0 28
Conflicting Peds, #/hr 0 38 0000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 6 22427
Mvmt Flow 504 30 0 1187 0 34
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 305
Stage 1- -----
Stage 2 - -----
Critical Hdwy- ---- 7.24
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.97
Pot Cap-1 Maneuver - - 0 - 0 578
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 557
Mov Cap-2 Maneuver - -----
Stage 1- -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 11.9

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 557 - - -
HCM Lane V/C Ratio 0.061 - - -
HCM Control Delay (s) 11.9 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.2 - - -
ttt
HCM Signalized Intersection Capacity Analysis Alternative 1 4: Canon Drive & Wilshire Boulevard AM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 434 0 0 978 0 0
Future Volume (vph) 434 0 0 978 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 6.3
Lane Util. Factor 0.91 0.91
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 4893 4988
Flt Permitted 1.00 1.00
Satd. Flow (perm) 4893 4988
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 499 0 0 1124 0 0
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 499 0 0 1124 0 0
Confl. Peds. (#/hr) 24
Heavy Vehicles (%) 6% 2% 8% 4% 2% 0%
Turn Type NA NA Perm
Protected Phases 2 6
Permitted Phases 8
Actuated Green, G (s) 100.0 100.0
Effective Green, g (s) 100.0 100.0
Actuated g/C Ratio 1.00 1.00
Clearance Time (s) 6.3 6.3
Vehicle Extension (s) 5.0 5.0
Lane Grp Cap (vph) 4893 4988
v/s Ratio Prot 0.10 c0.23
v/s Ratio Perm
v/c Ratio 0.10 0.23
Uniform Delay, d1 0.0 0.0
Progression Factor 1.00 1.00
Incremental Delay, d2 0.0 0.1
Delay (s) 0.0 0.1
Level of Service A A
Approach Delay (s) 0.0 0.1 0.0
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 0.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 11.5 Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ttt --- ttt -- .,,
HCM 6th Signalized Intersection Summary Alternative 1
5: Crescent Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 411 9 27 890 117 12 105 19 136 89 85 Future Volume (veh/h) 36 411 9 27 890 117 12 105 19 136 89 85 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 1.00 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1811 1737 1870 1841 1870 1781 1870 1870 1870 1870 1856 Adj Flow Rate, veh/h 40 457 10 30 989 130 13 117 21 151 99 94 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 8 6 11 242822223
Cap, veh/h 49 2902 63 37 2570 337 167 152 27 204 214 163 Arrive On Green 0.06 1.00 1.00 0.02 0.57 0.57 0.10 0.10 0.10 0.11 0.11 0.11 Sat Flow, veh/h 1697 4976 108 1781 4471 586 1697 1543 277 1781 1870 1428 Grp Volume(v), veh/h 40 302 165 30 740 379 13 0 138 151 99 94 Grp Sat Flow(s),veh/h/ln1697 1648 1789 1781 1675 1706 1697 0 1820 1781 1870 1428 Q Serve(g_s), s 2.3 0.0 0.0 1.7 12.1 12.1 0.7 0.0 7.4 8.2 4.9 6.2 Cycle Q Clear(g_c), s 2.3 0.0 0.0 1.7 12.1 12.1 0.7 0.0 7.4 8.2 4.9 6.2 Prop In Lane 1.00 0.06 1.00 0.34 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 49 1922 1043 37 1926 981 167 0 180 204 214 163 V/C Ratio(X) 0.81 0.16 0.16 0.81 0.38 0.39 0.08 0.00 0.77 0.74 0.46 0.58 Avail Cap(c_a), veh/h 58 1922 1043 61 1926 981 404 0 433 228 239 183 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.8 0.0 0.0 48.8 11.6 11.6 40.9 0.0 44.0 42.8 41.4 42.0 Incr Delay (d2), s/veh 44.9 0.2 0.3 14.3 0.6 1.1 0.2 0.0 6.8 10.9 1.6 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 0.1 0.9 4.5 4.8 0.3 0.0 3.7 4.2 2.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 91.7 0.2 0.3 63.0 12.2 12.8 41.1 0.0 50.7 53.7 43.0 45.5 LnGrp LOS F AAEBBDADDDD
Approach Vol, veh/h 507 1149 151 344
Approach Delay, s/veh 7.4 13.7 49.9 48.4
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 63.6 14.1 7.5 62.8 15.6
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s3.4 41.7 * 24 3.4 41.7 12.8
Max Q Clear Time (g_c+I1), s3.7 2.0 9.4 4.3 14.1 10.2
Green Ext Time (p_c), s 0.0 6.7 0.6 0.0 15.8 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttf+ "i ttf+ "i t 7' ____ _
HCM 6th AWSC Alternative 1
6: El Camino Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh 11
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 82 5 21 206 42 5 112 39 10 20 26
Future Vol, veh/h 17 82 5 21 206 42 5 112 39 10 20 26
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 2 22222222222
Mvmt Flow 23 109 7 28 275 56 7 149 52 13 27 35
Number of Lanes 0 10010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 9.6 12.2 10.6 9

HCM LOS A B B A

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 3% 16% 8% 33% 0%
Vol Thru, % 72% 79% 77% 67% 0%
Vol Right, % 25% 5% 16% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 156 104 269 30 26
LT Vol 5 17 21 10 0
Through Vol 112 82 206 20 0
RT Vol 39 5 42 0 26
Lane Flow Rate 208 139 359 40 35
Geometry Grp 52277
Degree of Util (X) 0.306 0.201 0.475 0.07 0.052
Departure Headway (Hd) 5.294 5.227 4.77 6.278 5.398
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 682 689 746 573 666
Service Time 3.301 3.24 2.867 3.992 3.112
HCM Lane V/C Ratio 0.305 0.202 0.481 0.07 0.053
HCM Control Delay 10.6 9.6 12.2 9.5 8.4
HCM Lane LOS BABAA
HCM 95th-tile Q 1.3 0.7 2.6 0.2 0.2 4 4
4 v
'k...

HCM 6th Signalized Intersection Summary Alternative 1
7: Beverly Drive & Charleville Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 49 51 38 93 31 136 440 38 39 342 48 Future Volume (veh/h) 27 49 51 38 93 31 136 440 38 39 342 48 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.86 0.98 0.88 0.97 0.87 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 1841 Adj Flow Rate, veh/h 35 63 65 49 119 40 174 564 49 50 438 62 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 22223222224
Cap, veh/h 54 75 450 52 100 420 558 1700 147 481 1508 211 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.07 0.52 0.52 0.04 0.49 0.49 Sat Flow, veh/h 0 242 1456 0 324 1359 1781 3267 283 1781 3066 429 Grp Volume(v), veh/h 98 0 65 168 0 40 174 306 307 50 252 248 Grp Sat Flow(s),veh/h/ln 242 0 1456 324 0 1359 1781 1777 1773 1781 1777 1719 Q Serve(g_s), s 0.0 0.0 2.9 0.0 0.0 1.9 4.1 9.0 9.0 1.2 7.5 7.7 Cycle Q Clear(g_c), s 27.8 0.0 2.9 27.8 0.0 1.9 4.1 9.0 9.0 1.2 7.5 7.7 Prop In Lane 0.36 1.00 0.29 1.00 1.00 0.16 1.00 0.25
Lane Grp Cap(c), veh/h 129 0 450 152 0 420 558 925 923 481 874 845 V/C Ratio(X) 0.76 0.00 0.14 1.11 0.00 0.10 0.31 0.33 0.33 0.10 0.29 0.29 Avail Cap(c_a), veh/h 129 0 450 152 0 420 635 925 923 608 874 845 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 25.9 0.0 22.5 28.3 0.0 22.1 9.5 12.5 12.5 10.4 13.5 13.6 Incr Delay (d2), s/veh 22.8 0.0 0.1 104.5 0.0 0.1 0.1 1.0 1.0 0.0 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 0.0 1.0 6.8 0.0 0.6 1.5 3.7 3.7 0.5 3.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 0.0 22.6 132.8 0.0 22.2 9.6 13.5 13.5 10.4 14.2 14.3 LnGrp LOS D A C F A C ABBBBB
Approach Vol, veh/h 163 208 787 550
Approach Delay, s/veh 38.3 111.5 12.6 13.9
Approach LOS D F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 51.4 32.0 9.1 48.9 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.2 11.0 29.8 6.1 9.7 29.8 Green Ext Time (p_c), s 0.0 8.2 0.0 0.1 6.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 27.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Alternative 1
8: Reeves Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 80 20 11 126 22 12 23 20 7 6 13
Future Vol, veh/h 14 80 20 11 126 22 12 23 20 7 6 13
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 22222222222
Mvmt Flow 17 99 25 14 156 27 15 28 25 9 7 16
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.2 8.5 8 7.7

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 22% 12% 7% 27%
Vol Thru, % 42% 70% 79% 23%
Vol Right, % 36% 18% 14% 50%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 55 114 159 26
LT Vol 12 14 11 7
Through Vol 23 80 126 6
RT Vol 20 20 22 13
Lane Flow Rate 68 141 196 32
Geometry Grp 1111
Degree of Util (X) 0.086 0.168 0.232 0.04
Departure Headway (Hd) 4.535 4.287 4.259 4.508
Convergence, Y/N Yes Yes Yes Yes
Cap 791 839 848 795
Service Time 2.557 2.304 2.259 2.533
HCM Lane V/C Ratio 0.086 0.168 0.231 0.04
HCM Control Delay 8 8.2 8.5 7.7
HCM Lane LOS AAAA
HCM 95th-tile Q 0.3 0.6 0.9 0.1 4 4
4 4
HCM 6th AWSC Alternative 1
9: Canon Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 89 20 13 140 15 12 19 7 6 3 27
Future Vol, veh/h 5 89 20 13 140 15 12 19 7 6 3 27
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 22222222222
Mvmt Flow 6 110 25 16 173 19 15 23 9 7 4 33
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.1 8.7 8 7.6

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 32% 4% 8% 17%
Vol Thru, % 50% 78% 83% 8%
Vol Right, % 18% 18% 9% 75%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 38 114 168 36
LT Vol 12 5 13 6
Through Vol 19 89 140 3
RT Vol 7 20 15 27
Lane Flow Rate 47 141 207 44
Geometry Grp 1111
Degree of Util (X) 0.061 0.167 0.246 0.054
Departure Headway (Hd) 4.703 4.263 4.267 4.339
Convergence, Y/N Yes Yes Yes Yes
Cap 763 843 846 826
Service Time 2.724 2.278 2.267 2.36
HCM Lane V/C Ratio 0.062 0.167 0.245 0.053
HCM Control Delay 8 8.1 8.7 7.6
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 0.6 1 0.2 4 4
4 4
HCM 6th AWSC Alternative 1
10: Crescent Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 80 2 12 114 11 6 86 6 9 63 48
Future Vol, veh/h 44 80 2 12 114 11 6 86 6 9 63 48
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 54 98 2 15 139 13 7 105 7 11 77 59
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.1 9.1 8.9 8.8

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 6% 35% 9% 7%
Vol Thru, % 88% 63% 83% 52%
Vol Right, % 6% 2% 8% 40%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 98 126 137 120
LT Vol 6 44 12 9
Through Vol 86 80 114 63
RT Vol 6 2 11 48
Lane Flow Rate 120 154 167 146
Geometry Grp 1111
Degree of Util (X) 0.161 0.206 0.219 0.188
Departure Headway (Hd) 4.859 4.83 4.726 4.63
Convergence, Y/N Yes Yes Yes Yes
Cap 735 741 757 771
Service Time 2.911 2.88 2.775 2.68
HCM Lane V/C Ratio 0.163 0.208 0.221 0.189
HCM Control Delay 8.9 9.1 9.1 8.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.6 0.8 0.8 0.7 4 4
4 4
HCM 6th Signalized Intersection Summary Alternative 1
11: Dayton Way & Beverly Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0 Future Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.96 1.00 0.86
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1826 0 0 1856 1870 1826 1826 1781 Adj Flow Rate, veh/h 70 508 0 0 485 119 52 111 49
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Percent Heavy Veh, % 2 50032558
Cap, veh/h 598 2297 0 0 1846 450 210 484 258
Arrive On Green 0.66 0.66 0.00 0.00 0.66 0.66 0.20 0.20 0.20 Sat Flow, veh/h 809 3561 0 0 2881 679 1060 2447 1304
Grp Volume(v), veh/h 70 508 0 0 305 299 87 76 49
Grp Sat Flow(s),veh/h/ln 809 1735 0 0 1763 1704 1773 1735 1304 Q Serve(g_s), s 2.3 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9
Cycle Q Clear(g_c), s 6.6 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9 Prop In Lane 1.00 0.00 0.00 0.40 0.60 1.00
Lane Grp Cap(c), veh/h 598 2297 0 0 1167 1128 351 343 258 V/C Ratio(X) 0.12 0.22 0.00 0.00 0.26 0.26 0.25 0.22 0.19 Avail Cap(c_a), veh/h 598 2297 0 0 1167 1128 762 746 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.58 0.58 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.5 4.0 0.0 0.0 4.1 4.2 20.3 20.2 20.1 Incr Delay (d2), s/veh 0.4 0.2 0.0 0.0 0.3 0.3 0.4 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.0 0.0 0.0 1.2 1.2 1.0 0.9 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.9 4.2 0.0 0.0 4.5 4.5 20.7 20.5 20.4 LnGrp LOS A AAAAACCC
Approach Vol, veh/h 578 604 212
Approach Delay, s/veh 4.4 4.5 20.5
Approach LOS A A C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 43.9 16.1 43.9
Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2
Max Green Setting (Gmax), s * 26 * 26 * 26
Max Q Clear Time (g_c+I1), s 6.3 4.5 8.6
Green Ext Time (p_c), s 3.9 1.1 3.8
Intersection Summary
HCM 6th Ctrl Delay 6.9
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tt __ tf+ +tt '{' -------~
HCM Signalized Intersection Capacity Analysis Alternative 1 12: Dayton Way & Canon Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Future Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.94
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.97 0.91
Flt Protected 0.98 1.00 0.95 1.00 0.98
Satd. Flow (prot) 3411 3437 1770 1794 1564
Flt Permitted 0.84 1.00 0.95 1.00 0.98
Satd. Flow (perm) 2931 3437 1770 1794 1564
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 59 74 0 0 55 9 32 178 39 28 0 61
RTOR Reduction (vph) 0 0 0 0 4 0 0 12 0 0 69 0
Lane Group Flow (vph) 0 133 0 0 60 0 33 205 0 0 20 0
Confl. Peds. (#/hr) 20 20 70 42 42 70
Turn Type Perm NA NA Split NA Split NA
Protected Phases 6 2 4 4 8 8
Permitted Phases 6
Actuated Green, G (s) 36.3 36.3 13.7 13.7 8.0
Effective Green, g (s) 36.3 36.3 13.7 13.7 8.0
Actuated g/C Ratio 0.52 0.52 0.20 0.20 0.11
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 5.0 5.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1519 1782 346 351 178
v/s Ratio Prot 0.02 0.02 c0.11 c0.01
v/s Ratio Perm c0.05
v/c Ratio 0.09 0.03 0.10 0.58 0.11
Uniform Delay, d1 8.5 8.3 23.1 25.6 27.8
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.1 2.5 0.3
Delay (s) 8.6 8.3 23.2 28.0 28.1
Level of Service A A C C C
Approach Delay (s) 8.6 8.3 27.4 28.1
Approach LOS A A C C
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
+ft
HCM 6th Signalized Intersection Summary Alternative 1
13: Dayton Way & Crescent Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Future Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 0.98 0.97 0.98 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 19 277 40 15 269 20 51 83 92 48 89 129 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 135 1756 247 122 1907 139 137 189 173 119 167 203 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 112 2884 406 92 3131 228 245 735 673 188 648 787 Grp Volume(v), veh/h 177 0 159 159 0 145 226 0 0 266 0 0 Grp Sat Flow(s),veh/h/ln1787 0 1615 1798 0 1653 1652 0 0 1622 0 0 Q Serve(g_s), s 0.0 0.0 2.6 0.0 0.0 2.3 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 2.4 0.0 2.6 2.2 0.0 2.3 6.6 0.0 0.0 8.3 0.0 0.0 Prop In Lane 0.11 0.25 0.09 0.14 0.23 0.41 0.18 0.48
Lane Grp Cap(c), veh/h 1155 0 983 1161 0 1007 499 0 0 489 0 0 V/C Ratio(X) 0.15 0.00 0.16 0.14 0.00 0.14 0.45 0.00 0.00 0.54 0.00 0.00 Avail Cap(c_a), veh/h 1155 0 983 1161 0 1007 640 0 0 632 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.77 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 0.0 5.1 5.0 0.0 5.0 19.0 0.0 0.0 19.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.4 0.2 0.0 0.3 1.1 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 0.0 0.8 0.7 0.0 0.7 2.7 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.3 0.0 5.4 5.3 0.0 5.3 20.1 0.0 0.0 21.6 0.0 0.0 LnGrp LOS A AAAAACAACAA
Approach Vol, veh/h 336 304 226 266
Approach Delay, s/veh 5.4 5.3 20.1 21.6
Approach LOS A A C C
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 40.5 19.5 40.5 19.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 21.0 31.0 21.0
Max Q Clear Time (g_c+I1), s 4.3 8.6 4.6 10.3
Green Ext Time (p_c), s 1.9 1.9 2.2 2.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
+ff+
PM Peak Hour
HCM Signalized Intersection Capacity Analysis Alternative 1 1: El Camino Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 954 62 59 618 25 0 0 99 0 0 0
Future Volume (vph) 3 954 62 59 618 25 0 0 99 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 0.99 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4937 1770 4962 1611
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4636 1770 4962 1611
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 3 1026 67 63 665 27 0 0 106 0 0 0
RTOR Reduction (vph) 0 3 0 0 2 0 0 0 54 0 0 0
Lane Group Flow (vph) 0 1093 0 63 690 0 0 0 52 0 0 0
Confl. Peds. (#/hr) 69
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 3% 2% 2% 4% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 81.3 9.2 81.3 9.2
Effective Green, g (s) 81.3 9.2 81.3 9.2
Actuated g/C Ratio 0.81 0.09 0.81 0.09
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3769 162 4034 148
v/s Ratio Prot c0.04 0.14
v/s Ratio Perm c0.24 0.03
v/c Ratio 0.29 0.39 0.17 0.35
Uniform Delay, d1 2.3 42.8 2.0 42.6
Progression Factor 1.00 0.70 3.47 1.00
Incremental Delay, d2 0.2 1.5 0.1 1.4
Delay (s) 2.5 31.5 7.1 44.0
Level of Service A C A D
Approach Delay (s) 2.5 9.2 44.0 0.0
Approach LOS A A D A
Intersection Summary
HCM 2000 Control Delay 7.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Alternative 1
2: Beverly Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 855 109 105 537 81 0 367 85 0 521 163 Future Volume (veh/h) 88 855 109 105 537 81 0 367 85 0 521 163 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.93 0.99 0.93 1.00 0.89 1.00 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 98 950 121 117 597 90 0 408 94 0 579 181 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 32242022022
Cap, veh/h 397 2060 261 288 1998 295 0 652 490 0 652 502 Arrive On Green 0.01 0.15 0.15 0.01 0.15 0.15 0.00 0.35 0.35 0.00 0.35 0.35 Sat Flow, veh/h 1781 4511 572 1781 4375 647 0 1870 1406 0 1870 1441 Grp Volume(v), veh/h 98 710 361 117 454 233 0 408 94 0 579 181 Grp Sat Flow(s),veh/h/ln1781 1689 1706 1781 1675 1671 0 1870 1406 0 1870 1441 Q Serve(g_s), s 2.9 19.2 19.3 3.5 12.1 12.4 0.0 18.2 4.7 0.0 29.2 9.4 Cycle Q Clear(g_c), s 2.9 19.2 19.3 3.5 12.1 12.4 0.0 18.2 4.7 0.0 29.2 9.4 Prop In Lane 1.00 0.34 1.00 0.39 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 397 1542 779 288 1530 763 0 652 490 0 652 502 V/C Ratio(X) 0.25 0.46 0.46 0.41 0.30 0.30 0.00 0.63 0.19 0.00 0.89 0.36 Avail Cap(c_a), veh/h 397 1542 779 288 1530 763 0 726 546 0 726 559 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.00 0.98 0.98 0.00 0.96 0.96 Uniform Delay (d), s/veh 14.5 31.2 31.3 16.2 28.2 28.3 0.0 27.2 22.8 0.0 30.7 24.3 Incr Delay (d2), s/veh 0.1 1.0 1.9 0.3 0.5 1.0 0.0 1.4 0.2 0.0 12.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 8.9 9.2 1.5 5.5 5.8 0.0 8.3 4.3 0.0 15.2 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 32.2 33.2 16.6 28.7 29.4 0.0 28.6 22.9 0.0 43.0 24.9 LnGrp LOS B C C B C C A C C A D C
Approach Vol, veh/h 1169 804 502 760
Approach Delay, s/veh 31.0 27.1 27.5 38.7
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 51.0 40.0 9.0 51.0 40.0
Change Period (Y+Rc), s 4.6 5.3 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s4.4 41.7 38.8 4.4 41.7 38.8
Max Q Clear Time (g_c+I1), s5.5 21.3 31.2 4.9 14.4 20.2 Green Ext Time (p_c), s 0.0 12.4 3.6 0.0 9.3 2.9
Intersection Summary
HCM 6th Ctrl Delay 31.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. ., ttf+ t 7' ____ _
HCM 6th TWSC Alternative 1
3: Reeves Drive & Wilshire Boulevard PM Peak Hour
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 928 28 0 736 0 72
Future Vol, veh/h 928 28 0 736 0 72
Conflicting Peds, #/hr 0 63 0000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 22322
Mvmt Flow 1020 31 0 809 0 79
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 589
Stage 1- -----
Stage 2 - -----
Critical Hdwy- ---- 7.14
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.92
Pot Cap-1 Maneuver - - 0 - 0 387
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 364
Mov Cap-2 Maneuver - -----
Stage 1- -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 17.6

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 364 - - -
HCM Lane V/C Ratio 0.217 - - -
HCM Control Delay (s) 17.6 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.8 - - -
ttt
HCM Signalized Intersection Capacity Analysis Alternative 1 4: Canon Drive & Wilshire Boulevard PM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 976 0 0 737 0 0
Future Volume (vph) 976 0 0 737 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 6.3
Lane Util. Factor 0.91 0.91
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 5036 5036
Flt Permitted 1.00 1.00
Satd. Flow (perm) 5036 5036
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 1097 0 0 828 0 0
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 1097 0 0 828 0 0
Confl. Peds. (#/hr) 56
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 3% 2% 2% 3% 2% 2%
Turn Type NA NA Perm
Protected Phases 2 6
Permitted Phases 8
Actuated Green, G (s) 100.0 100.0
Effective Green, g (s) 100.0 100.0
Actuated g/C Ratio 1.00 1.00
Clearance Time (s) 6.3 6.3
Vehicle Extension (s) 5.0 5.0
Lane Grp Cap (vph) 5036 5036
v/s Ratio Prot c0.22 0.16
v/s Ratio Perm
v/c Ratio 0.22 0.16
Uniform Delay, d1 0.0 0.0
Progression Factor 1.00 1.00
Incremental Delay, d2 0.1 0.1
Delay (s) 0.1 0.1
Level of Service A A
Approach Delay (s) 0.1 0.1 0.0
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 0.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 11.5 Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
ttt --- ttt -- .,,
HCM 6th Signalized Intersection Summary Alternative 1
5: Crescent Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 58 887 20 30 584 139 18 144 27 218 242 137 Future Volume (veh/h) 58 887 20 30 584 139 18 144 27 218 242 137 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.84 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 1870 1870 1841 1870 1870 1870 Adj Flow Rate, veh/h 66 1008 23 34 664 158 20 164 31 248 275 156 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 32242224222
Cap, veh/h 61 2712 62 42 2109 493 236 202 38 228 239 170 Arrive On Green 0.07 1.00 1.00 0.02 0.52 0.52 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 5090 116 1781 4035 943 1781 1529 289 1781 1870 1329 Grp Volume(v), veh/h 66 669 362 34 549 273 20 0 195 248 275 156 Grp Sat Flow(s),veh/h/ln1781 1689 1829 1781 1675 1628 1781 0 1818 1781 1870 1329 Q Serve(g_s), s 3.4 0.0 0.0 1.9 9.4 9.6 1.0 0.0 10.4 12.8 12.8 11.6 Cycle Q Clear(g_c), s 3.4 0.0 0.0 1.9 9.4 9.6 1.0 0.0 10.4 12.8 12.8 11.6 Prop In Lane 1.00 0.06 1.00 0.58 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 61 1799 974 42 1751 851 236 0 241 228 239 170 V/C Ratio(X) 1.09 0.37 0.37 0.80 0.31 0.32 0.08 0.00 0.81 1.09 1.15 0.92 Avail Cap(c_a), veh/h 61 1799 974 61 1751 851 424 0 433 228 239 170 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 0.0 0.0 48.6 13.6 13.7 38.1 0.0 42.2 43.6 43.6 43.1 Incr Delay (d2), s/veh 141.4 0.6 1.1 25.6 0.5 1.0 0.2 0.0 6.4 84.9 104.2 45.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 0.1 0.3 1.2 3.6 3.7 0.4 0.0 5.1 11.0 12.8 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 188.0 0.6 1.1 74.2 14.1 14.7 38.2 0.0 48.6 128.5 147.8 88.9 LnGrp LOS F AAEBBDADFFF
Approach Vol, veh/h 1097 856 215 679
Approach Delay, s/veh 12.0 16.7 47.6 127.2
Approach LOS B B D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.0 58.6 17.4 8.0 57.6 17.0
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s3.4 41.7 * 24 3.4 41.7 12.8
Max Q Clear Time (g_c+I1), s3.9 2.0 12.4 5.4 11.6 14.8
Green Ext Time (p_c), s 0.0 17.3 0.9 0.0 11.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttf+ "i ttf+ "i t 7' ____ _
HCM 6th AWSC Alternative 1
6: El Camino Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh12.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 223 12 21 193 27 16 61 52 85 95 52 Future Vol, veh/h 31 223 12 21 193 27 16 61 52 85 95 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 2 22222222222
Mvmt Flow 35 253 14 24 219 31 18 69 59 97 108 59
Number of Lanes 0 10010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 13.8 13 11 12.4

HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 12% 12% 9% 47% 0%
Vol Thru, % 47% 84% 80% 53% 0%
Vol Right, % 40% 5% 11% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 129 266 241 180 52
LT Vol 16 31 21 85 0
Through Vol 61 223 193 95 0
RT Vol 52 12 27 0 52
Lane Flow Rate 147 302 274 205 59
Geometry Grp 52277
Degree of Util (X) 0.244 0.474 0.43 0.378 0.093
Departure Headway (Hd) 5.994 5.645 5.651 6.647 5.694
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 595 635 633 540 625
Service Time 4.076 3.712 3.72 4.417 3.464
HCM Lane V/C Ratio 0.247 0.476 0.433 0.38 0.094
HCM Control Delay 11 13.8 13 13.4 9.1
HCM Lane LOS BBBBA
HCM 95th-tile Q 1 2.5 2.2 1.7 0.3 4 4
4 v
'k...

HCM 6th Signalized Intersection Summary Alternative 1
7: Beverly Drive & Charleville Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 180 108 60 101 55 94 409 68 53 595 44 Future Volume (veh/h) 46 180 108 60 101 55 94 409 68 53 595 44 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.91 0.97 0.82 0.95 0.80 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 186 111 62 104 57 97 422 70 55 613 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22322222222
Cap, veh/h 48 157 446 55 70 446 470 1531 250 527 1676 123 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.05 0.52 0.52 0.04 0.51 0.51 Sat Flow, veh/h 0 509 1445 0 225 1445 1781 2952 481 1781 3291 241 Grp Volume(v), veh/h 233 0 111 166 0 57 97 251 241 55 330 328 Grp Sat Flow(s),veh/h/ln 509 0 1445 225 0 1445 1781 1777 1657 1781 1777 1755 Q Serve(g_s), s 0.0 0.0 5.2 0.0 0.0 2.6 2.3 7.1 7.4 1.3 10.1 10.2 Cycle Q Clear(g_c), s 27.8 0.0 5.2 27.8 0.0 2.6 2.3 7.1 7.4 1.3 10.1 10.2 Prop In Lane 0.20 1.00 0.37 1.00 1.00 0.29 1.00 0.14
Lane Grp Cap(c), veh/h 205 0 446 125 0 446 470 921 859 527 905 894 V/C Ratio(X) 1.13 0.00 0.25 1.33 0.00 0.13 0.21 0.27 0.28 0.10 0.36 0.37 Avail Cap(c_a), veh/h 205 0 446 125 0 446 577 921 859 651 905 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.51 0.51 0.51 Uniform Delay (d), s/veh 26.6 0.0 23.3 30.4 0.0 22.4 9.9 12.2 12.2 9.6 13.3 13.3 Incr Delay (d2), s/veh 103.7 0.0 0.3 194.3 0.0 0.1 0.1 0.7 0.8 0.0 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.3 0.0 1.8 9.5 0.0 0.9 0.9 2.9 2.8 0.5 4.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 130.3 0.0 23.6 224.7 0.0 22.5 10.0 12.9 13.0 9.6 13.9 13.9 LnGrp LOS F A C F A C ABBABB
Approach Vol, veh/h 344 223 589 713
Approach Delay, s/veh 95.9 173.0 12.5 13.6
Approach LOS F F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 51.3 32.0 7.6 50.4 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.3 9.4 29.8 4.3 12.2 29.8 Green Ext Time (p_c), s 0.0 6.6 0.0 0.0 8.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Alternative 1
8: Reeves Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 249 42 20 151 25 14 19 18 22 22 42 Future Vol, veh/h 31 249 42 20 151 25 14 19 18 22 22 42 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 2 22222222222
Mvmt Flow 32 257 43 21 156 26 14 20 19 23 23 43
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.6 9.2 8.6 8.7

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 27% 10% 10% 26%
Vol Thru, % 37% 77% 77% 26%
Vol Right, % 35% 13% 13% 49%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 51 322 196 86
LT Vol 14 31 20 22
Through Vol 19 249 151 22
RT Vol 18 42 25 42
Lane Flow Rate 53 332 202 89
Geometry Grp 1111
Degree of Util (X) 0.075 0.411 0.258 0.122
Departure Headway (Hd) 5.102 4.454 4.594 4.962
Convergence, Y/N Yes Yes Yes Yes
Cap 698 807 780 718
Service Time 3.163 2.494 2.639 3.02
HCM Lane V/C Ratio 0.076 0.411 0.259 0.124
HCM Control Delay 8.6 10.6 9.2 8.7
HCM Lane LOS ABAA
HCM 95th-tile Q 0.2 2 1 0.4 4 4
4 4
HCM 6th AWSC Alternative 1
9: Canon Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 259 20 10 167 28 6 18 11 53 17 24 Future Vol, veh/h 13 259 20 10 167 28 6 18 11 53 17 24
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 15 298 23 11 192 32 7 21 13 61 20 28
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 11 9.7 8.6 9.3

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 17% 4% 5% 56%
Vol Thru, % 51% 89% 81% 18%
Vol Right, % 31% 7% 14% 26%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 35 292 205 94
LT Vol 6 13 10 53
Through Vol 18 259 167 17
RT Vol 11 20 28 24
Lane Flow Rate 40 336 236 108
Geometry Grp 1111
Degree of Util (X) 0.059 0.425 0.303 0.157
Departure Headway (Hd) 5.237 4.557 4.626 5.237
Convergence, Y/N Yes Yes Yes Yes
Cap 678 789 773 680
Service Time 3.316 2.602 2.676 3.307
HCM Lane V/C Ratio 0.059 0.426 0.305 0.159
HCM Control Delay 8.6 11 9.7 9.3
HCM Lane LOS ABAA
HCM 95th-tile Q 0.2 2.1 1.3 0.6 4 4
4 4
HCM 6th AWSC Alternative 1
10: Crescent Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh12.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 210 5 8 86 28 5 87 13 29 189 76
Future Vol, veh/h 92 210 5 8 86 28 5 87 13 29 189 76
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222
Mvmt Flow 102 233 6 9 96 31 6 97 14 32 210 84
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 14.2 10.2 10.2 13.3

HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 30% 7% 10%
Vol Thru, % 83% 68% 70% 64%
Vol Right, % 12% 2% 23% 26%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 105 307 122 294
LT Vol 5 92 8 29
Through Vol 87 210 86 189
RT Vol 13 5 28 76
Lane Flow Rate 117 341 136 327
Geometry Grp 1111
Degree of Util (X) 0.187 0.516 0.212 0.484
Departure Headway (Hd) 5.767 5.45 5.629 5.336
Convergence, Y/N Yes Yes Yes Yes
Cap 619 662 636 673
Service Time 3.828 3.495 3.686 3.383
HCM Lane V/C Ratio 0.189 0.515 0.214 0.486
HCM Control Delay 10.2 14.2 10.2 13.3
HCM Lane LOS BBBB
HCM 95th-tile Q 0.7 3 0.8 2.7 4 4
4 4
HCM 6th Signalized Intersection Summary Alternative 1
11: Dayton Way & Beverly Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 102 507 0 0 468 158 147 374 167 0 0 0 Future Volume (veh/h) 102 507 0 0 468 158 147 374 167 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 0.95 1.00 1.00 0.82 1.00 0.68
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 110 545 0 0 503 170 158 402 180
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 20022222
Cap, veh/h 386 1768 0 0 1227 409 351 953 390
Arrive On Green 0.50 0.50 0.00 0.00 0.50 0.50 0.36 0.36 0.36 Sat Flow, veh/h 724 3647 0 0 2561 823 970 2629 1076
Grp Volume(v), veh/h 110 545 0 0 360 313 297 263 180
Grp Sat Flow(s),veh/h/ln 724 1777 0 0 1777 1513 1822 1777 1076 Q Serve(g_s), s 6.8 5.5 0.0 0.0 7.7 7.8 7.4 6.6 7.7
Cycle Q Clear(g_c), s 14.7 5.5 0.0 0.0 7.7 7.8 7.4 6.6 7.7 Prop In Lane 1.00 0.00 0.00 0.54 0.53 1.00
Lane Grp Cap(c), veh/h 386 1768 0 0 884 753 660 644 390 V/C Ratio(X) 0.29 0.31 0.00 0.00 0.41 0.42 0.45 0.41 0.46 Avail Cap(c_a), veh/h 386 1768 0 0 884 753 783 764 463
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.83 0.83 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 8.9 0.0 0.0 9.5 9.5 14.6 14.3 14.6 Incr Delay (d2), s/veh 1.9 0.5 0.0 0.0 1.2 1.4 0.5 0.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 2.0 0.0 0.0 2.9 2.5 2.9 2.5 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 9.4 0.0 0.0 10.7 10.9 15.0 14.7 15.5 LnGrp LOS B AAABBBBB
Approach Vol, veh/h 655 673 740
Approach Delay, s/veh 10.5 10.8 15.0
Approach LOS B B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 34.1 25.9 34.1
Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2
Max Green Setting (Gmax), s * 26 * 26 * 26
Max Q Clear Time (g_c+I1), s 9.8 9.7 16.7
Green Ext Time (p_c), s 4.2 4.2 3.1
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tt __ tf+ +tt '{' -------~
HCM Signalized Intersection Capacity Analysis Alternative 1 12: Dayton Way & Canon Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 130 131 0 0 159 50 149 389 67 28 0 80 Future Volume (vph) 130 131 0 0 159 50 149 389 67 28 0 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.96 1.00 0.98 0.88
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 0.98 0.90
Flt Protected 0.98 1.00 0.95 1.00 0.99
Satd. Flow (prot) 3407 3269 1770 1787 1455
Flt Permitted 0.72 1.00 0.95 1.00 0.99
Satd. Flow (perm) 2527 3269 1770 1787 1455
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 141 142 0 0 173 54 162 423 73 30 0 87
RTOR Reduction (vph) 0 0 0 0 30 0 0 9 0 0 77 0
Lane Group Flow (vph) 0 283 0 0 197 0 162 487 0 0 40 0
Confl. Peds. (#/hr) 20 87 139 107 107 139
Turn Type Perm NA NA Split NA Split NA
Protected Phases 6 2 4 4 8 8
Permitted Phases 6
Actuated Green, G (s) 30.6 30.6 19.0 19.0 8.4
Effective Green, g (s) 30.6 30.6 19.0 19.0 8.4
Actuated g/C Ratio 0.44 0.44 0.27 0.27 0.12
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 5.0 5.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1104 1429 480 485 174
v/s Ratio Prot 0.06 0.09 c0.27 c0.03
v/s Ratio Perm c0.11
v/c Ratio 0.26 0.14 0.34 1.00 0.23
Uniform Delay, d1 12.5 11.8 20.5 25.5 27.9
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.2 0.4 42.0 0.7
Delay (s) 13.0 12.0 20.9 67.5 28.6
Level of Service B B C E C
Approach Delay (s) 13.0 12.0 56.0 28.6
Approach LOS B B E C
Intersection Summary
HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
+ft
HCM 6th Signalized Intersection Summary Alternative 1
13: Dayton Way & Crescent Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 40 300 38 32 344 26 95 333 133 25 39 40 Future Volume (veh/h) 40 300 38 32 344 26 95 333 133 25 39 40 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.95 0.90 0.95 0.90 0.97 0.96 0.99 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 309 39 33 355 27 98 343 137 26 40 41 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 197 1378 171 156 1530 114 147 371 139 150 220 184 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 242 2666 331 169 2962 221 220 1060 398 216 630 525 Grp Volume(v), veh/h 201 0 188 215 0 200 578 0 0 107 0 0 Grp Sat Flow(s),veh/h/ln1639 0 1601 1718 0 1634 1677 0 0 1370 0 0 Q Serve(g_s), s 0.0 0.0 3.9 0.0 0.0 4.0 16.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 3.9 3.8 0.0 4.0 20.5 0.0 0.0 2.6 0.0 0.0 Prop In Lane 0.20 0.21 0.15 0.14 0.17 0.24 0.24 0.38
Lane Grp Cap(c), veh/h 919 0 827 957 0 844 657 0 0 554 0 0 V/C Ratio(X) 0.22 0.00 0.23 0.22 0.00 0.24 0.88 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh/h 919 0 827 957 0 844 657 0 0 554 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.9 0.0 7.9 7.9 0.0 8.0 19.2 0.0 0.0 13.5 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.6 0.5 0.0 0.7 1.5 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 1.3 1.5 0.0 1.4 7.5 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.4 0.0 8.6 8.5 0.0 8.6 20.7 0.0 0.0 13.9 0.0 0.0 LnGrp LOS A AAAAACAABAA
Approach Vol, veh/h 389 415 578 107
Approach Delay, s/veh 8.5 8.6 20.7 13.9
Approach LOS A A C B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 35.0 25.0 35.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 21.0 31.0 21.0
Max Q Clear Time (g_c+I1), s 6.0 22.5 5.9 4.6
Green Ext Time (p_c), s 2.8 0.0 2.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
+ff+
Alternative 2
AM Peak Hour
HCM Signalized Intersection Capacity Analysis Alternative 2 1: El Camino Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 480 48 88 694 24 0 0 45 0 0 0
Future Volume (vph) 2 480 48 88 694 24 0 0 45 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 0.99 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4832 1770 4917 1580
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4536 1770 4917 1580
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 2 533 53 98 771 27 0 0 50 0 0 0
RTOR Reduction (vph) 0 5 0 0 2 0 0 0 45 0 0 0
Lane Group Flow (vph) 0 583 0 98 796 0005000
Confl. Peds. (#/hr) 43
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 5% 2% 2% 5% 4% 2% 2% 4% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 80.9 9.6 80.9 9.6
Effective Green, g (s) 80.9 9.6 80.9 9.6
Actuated g/C Ratio 0.81 0.10 0.81 0.10
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3669 169 3977 151
v/s Ratio Prot c0.06 c0.16
v/s Ratio Perm 0.13 0.00
v/c Ratio 0.16 0.58 0.20 0.03
Uniform Delay, d1 2.1 43.3 2.2 41.0
Progression Factor 1.00 0.97 3.26 1.00
Incremental Delay, d2 0.1 4.5 0.1 0.1
Delay (s) 2.2 46.6 7.2 41.1
Level of Service A D A D
Approach Delay (s) 2.2 11.5 41.1 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 8.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Alternative 2
2: Beverly Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 400 65 106 755 77 0 416 40 0 301 56 Future Volume (veh/h) 49 400 65 106 755 77 0 416 40 0 301 56 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.99 0.97 0.99 0.95 1.00 0.90 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1841 1856 0 1870 1856 0 1870 1841 Adj Flow Rate, veh/h 56 460 75 122 868 89 0 478 46 0 346 64 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 6 62243023024
Cap, veh/h 335 2061 327 481 2289 233 0 604 459 0 604 482 Arrive On Green 0.01 0.16 0.16 0.04 0.50 0.50 0.00 0.32 0.32 0.00 0.32 0.32 Sat Flow, veh/h 1725 4277 679 1781 4605 470 0 1870 1419 0 1870 1492 Grp Volume(v), veh/h 56 352 183 122 630 327 0 478 46 0 346 64 Grp Sat Flow(s),veh/h/ln1725 1648 1660 1781 1675 1724 0 1870 1419 0 1870 1492 Q Serve(g_s), s 1.6 9.3 9.6 3.5 11.7 11.8 0.0 23.2 2.3 0.0 15.4 3.0 Cycle Q Clear(g_c), s 1.6 9.3 9.6 3.5 11.7 11.8 0.0 23.2 2.3 0.0 15.4 3.0 Prop In Lane 1.00 0.41 1.00 0.27 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 335 1588 800 481 1666 857 0 604 459 0 604 482 V/C Ratio(X) 0.17 0.22 0.23 0.25 0.38 0.38 0.00 0.79 0.10 0.00 0.57 0.13 Avail Cap(c_a), veh/h 361 1588 800 481 1666 857 0 726 551 0 726 579 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 1.00 0.00 0.98 0.98 0.00 0.99 0.99 Uniform Delay (d), s/veh 13.2 25.7 25.8 12.6 15.6 15.6 0.0 30.8 23.7 0.0 28.1 23.9 Incr Delay (d2), s/veh 0.1 0.3 0.7 0.1 0.7 1.3 0.0 4.9 0.1 0.0 1.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 4.1 4.4 1.4 4.5 4.9 0.0 11.2 2.2 0.0 7.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 26.0 26.5 12.7 16.2 16.9 0.0 35.7 23.8 0.0 29.3 24.1 LnGrp LOS B C C BBBADCACC
Approach Vol, veh/h 591 1079 524 410
Approach Delay, s/veh 25.0 16.0 34.6 28.5
Approach LOS C B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 53.5 37.5 7.5 55.0 37.5
Change Period (Y+Rc), s 4.6 5.3 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s4.4 41.7 38.8 4.4 41.7 38.8
Max Q Clear Time (g_c+I1), s5.5 11.6 17.4 3.6 13.8 25.2 Green Ext Time (p_c), s 0.0 7.3 3.4 0.0 13.5 2.8
Intersection Summary
HCM 6th Ctrl Delay 23.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. ., ttf+ t 7' ____ _
HCM 6th TWSC Alternative 2
3: Reeves Drive & Wilshire Boulevard AM Peak Hour
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 426 17 0 985 0 28
Future Vol, veh/h 426 17 0 985 0 28
Conflicting Peds, #/hr 0 38 0000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 6 22427
Mvmt Flow 513 20 0 1187 0 34
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 305
Stage 1- -----
Stage 2 - -----
Critical Hdwy- ---- 7.24
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.97
Pot Cap-1 Maneuver - - 0 - 0 578
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 557
Mov Cap-2 Maneuver - -----
Stage 1- -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 11.9

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 557 - - -
HCM Lane V/C Ratio 0.061 - - -
HCM Control Delay (s) 11.9 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.2 - - -
ttt
HCM Signalized Intersection Capacity Analysis Alternative 2 4: Canon Drive & Wilshire Boulevard AM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 434 14 12 978 0 21
Future Volume (vph) 434 14 12 978 0 21
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 5.6 6.3 5.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4868 1671 4988 1644
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 4868 1671 4988 1644
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 499 16 14 1124 0 24
RTOR Reduction (vph) 1 0 0 0 0 23
Lane Group Flow (vph) 514 0 14 1124 0 1
Confl. Peds. (#/hr) 24
Heavy Vehicles (%) 6% 2% 8% 4% 2% 0%
Turn Type NA Prot NA Perm
Protected Phases 2 1 6
Permitted Phases 8
Actuated Green, G (s) 79.3 1.4 86.3 2.2
Effective Green, g (s) 79.3 1.4 86.3 2.2
Actuated g/C Ratio 0.79 0.01 0.86 0.02
Clearance Time (s) 6.3 5.6 6.3 5.2
Vehicle Extension (s) 5.0 2.0 5.0 3.0
Lane Grp Cap (vph) 3860 23 4304 36
v/s Ratio Prot 0.11 0.01 c0.23
v/s Ratio Perm c0.00
v/c Ratio 0.13 0.61 0.26 0.01
Uniform Delay, d1 2.4 49.0 1.2 47.8
Progression Factor 0.84 0.80 0.74 1.00
Incremental Delay, d2 0.1 25.5 0.1 0.2
Delay (s) 2.1 64.7 1.0 48.0
Level of Service A E A D
Approach Delay (s) 2.1 1.8 48.0
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 2.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Alternative 2
5: Crescent Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 411 9 16 901 117 12 103 10 136 88 86 Future Volume (veh/h) 38 411 9 16 901 117 12 103 10 136 88 86 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 1.00 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1811 1737 1870 1841 1870 1781 1870 1870 1870 1870 1856 Adj Flow Rate, veh/h 42 457 10 18 1001 130 13 114 11 151 98 96 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 8 6 11 242822223
Cap, veh/h 52 2990 65 21 2607 338 153 151 15 204 214 163 Arrive On Green 0.06 1.00 1.00 0.01 0.58 0.58 0.09 0.09 0.09 0.11 0.11 0.11 Sat Flow, veh/h 1697 4976 108 1781 4478 580 1697 1679 162 1781 1870 1428 Grp Volume(v), veh/h 42 302 165 18 748 383 13 0 125 151 98 96 Grp Sat Flow(s),veh/h/ln1697 1648 1789 1781 1675 1708 1697 0 1841 1781 1870 1428 Q Serve(g_s), s 2.4 0.0 0.0 1.0 12.0 12.1 0.7 0.0 6.6 8.2 4.9 6.4 Cycle Q Clear(g_c), s 2.4 0.0 0.0 1.0 12.0 12.1 0.7 0.0 6.6 8.2 4.9 6.4 Prop In Lane 1.00 0.06 1.00 0.34 1.00 0.09 1.00 1.00
Lane Grp Cap(c), veh/h 52 1980 1075 21 1950 994 153 0 166 204 214 163 V/C Ratio(X) 0.81 0.15 0.15 0.85 0.38 0.39 0.09 0.00 0.76 0.74 0.46 0.59 Avail Cap(c_a), veh/h 58 1980 1075 61 1950 994 404 0 438 228 239 183 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 0.0 0.0 49.3 11.2 11.3 41.7 0.0 44.4 42.8 41.4 42.0 Incr Delay (d2), s/veh 47.3 0.2 0.3 28.0 0.6 1.1 0.2 0.0 6.8 10.9 1.5 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 0.0 0.1 0.6 4.5 4.7 0.3 0.0 3.3 4.2 2.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 93.9 0.2 0.3 77.3 11.8 12.4 42.0 0.0 51.3 53.7 42.9 46.0 LnGrp LOS F AAEBBDADDDD
Approach Vol, veh/h 509 1149 138 345
Approach Delay, s/veh 7.9 13.0 50.4 48.5
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 65.4 13.2 7.7 63.5 15.6
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s3.4 41.7 * 24 3.4 41.7 12.8
Max Q Clear Time (g_c+I1), s3.0 2.0 8.6 4.4 14.1 10.2
Green Ext Time (p_c), s 0.0 6.7 0.6 0.0 15.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttf+ "i ttf+ "i t 7' ____ _
HCM 6th AWSC Alternative 2
6: El Camino Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh10.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 82 5 21 203 42 5 112 39 10 20 26
Future Vol, veh/h 17 82 5 21 203 42 5 112 39 10 20 26
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 2 22222222222
Mvmt Flow 23 109 7 28 271 56 7 149 52 13 27 35
Number of Lanes 0 10010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 9.5 12.1 10.6 9

HCM LOS A B B A

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 3% 16% 8% 33% 0%
Vol Thru, % 72% 79% 76% 67% 0%
Vol Right, % 25% 5% 16% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 156 104 266 30 26
LT Vol 5 17 21 10 0
Through Vol 112 82 203 20 0
RT Vol 39 5 42 0 26
Lane Flow Rate 208 139 355 40 35
Geometry Grp 52277
Degree of Util (X) 0.306 0.201 0.47 0.07 0.052
Departure Headway (Hd) 5.292 5.214 4.766 6.266 5.387
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 684 689 745 574 667
Service Time 3.292 3.235 2.866 3.981 3.101
HCM Lane V/C Ratio 0.304 0.202 0.477 0.07 0.052
HCM Control Delay 10.6 9.5 12.1 9.5 8.4
HCM Lane LOS BABAA
HCM 95th-tile Q 1.3 0.7 2.5 0.2 0.2 4 4
4 v
'k...

HCM 6th Signalized Intersection Summary Alternative 2
7: Beverly Drive & Charleville Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 49 51 38 90 31 136 440 38 39 342 48 Future Volume (veh/h) 27 49 51 38 90 31 136 440 38 39 342 48 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.86 0.98 0.88 0.97 0.87 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 1841 Adj Flow Rate, veh/h 35 63 65 49 115 40 174 564 49 50 438 62 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 22223222224
Cap, veh/h 54 75 450 52 97 420 558 1700 147 481 1508 211 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.07 0.52 0.52 0.04 0.49 0.49 Sat Flow, veh/h 0 242 1456 0 314 1359 1781 3267 283 1781 3066 429 Grp Volume(v), veh/h 98 0 65 164 0 40 174 306 307 50 252 248 Grp Sat Flow(s),veh/h/ln 242 0 1456 314 0 1359 1781 1777 1773 1781 1777 1719 Q Serve(g_s), s 0.0 0.0 2.9 0.0 0.0 1.9 4.1 9.0 9.0 1.2 7.5 7.7 Cycle Q Clear(g_c), s 27.8 0.0 2.9 27.8 0.0 1.9 4.1 9.0 9.0 1.2 7.5 7.7 Prop In Lane 0.36 1.00 0.30 1.00 1.00 0.16 1.00 0.25
Lane Grp Cap(c), veh/h 129 0 450 149 0 420 558 925 923 481 874 845 V/C Ratio(X) 0.76 0.00 0.14 1.10 0.00 0.10 0.31 0.33 0.33 0.10 0.29 0.29 Avail Cap(c_a), veh/h 129 0 450 149 0 420 635 925 923 608 874 845 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 25.9 0.0 22.5 28.4 0.0 22.1 9.5 12.5 12.5 10.4 13.5 13.6 Incr Delay (d2), s/veh 22.7 0.0 0.1 103.7 0.0 0.1 0.1 1.0 1.0 0.0 0.7 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.3 0.0 1.0 6.7 0.0 0.6 1.5 3.7 3.7 0.5 3.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 0.0 22.6 132.1 0.0 22.2 9.6 13.5 13.5 10.4 14.2 14.3 LnGrp LOS D A C F A C ABBBBB
Approach Vol, veh/h 163 204 787 550
Approach Delay, s/veh 38.3 110.6 12.6 13.9
Approach LOS D F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 51.4 32.0 9.1 48.9 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.2 11.0 29.8 6.1 9.7 29.8 Green Ext Time (p_c), s 0.0 8.2 0.0 0.1 6.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Alternative 2
8: Reeves Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 80 20 11 123 22 12 23 20 3 6 13
Future Vol, veh/h 14 80 20 11 123 22 12 23 20 3 6 13
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 22222222222
Mvmt Flow 17 99 25 14 152 27 15 28 25 4 7 16
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.1 8.5 8 7.6

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 22% 12% 7% 14%
Vol Thru, % 42% 70% 79% 27%
Vol Right, % 36% 18% 14% 59%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 55 114 156 22
LT Vol 12 14 11 3
Through Vol 23 80 123 6
RT Vol 20 20 22 13
Lane Flow Rate 68 141 193 27
Geometry Grp 1111
Degree of Util (X) 0.085 0.167 0.227 0.033
Departure Headway (Hd) 4.519 4.27 4.241 4.417
Convergence, Y/N Yes Yes Yes Yes
Cap 794 843 851 811
Service Time 2.539 2.284 2.241 2.439
HCM Lane V/C Ratio 0.086 0.167 0.227 0.033
HCM Control Delay 8 8.1 8.5 7.6
HCM Lane LOS AAAA
HCM 95th-tile Q 0.3 0.6 0.9 0.1 4 4
4 4
HCM 6th AWSC Alternative 2
9: Canon Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 89 13 10 137 9 12 19 7 6 13 9
Future Vol, veh/h 5 89 13 10 137 9 12 19 7 6 13 9
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 22222222222
Mvmt Flow 6 110 16 12 169 11 15 23 9 7 16 11
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.1 8.5 7.9 7.8

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 32% 5% 6% 21%
Vol Thru, % 50% 83% 88% 46%
Vol Right, % 18% 12% 6% 32%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 38 107 156 28
LT Vol 12 5 10 6
Through Vol 19 89 137 13
RT Vol 7 13 9 9
Lane Flow Rate 47 132 193 35
Geometry Grp 1111
Degree of Util (X) 0.06 0.157 0.222 0.044
Departure Headway (Hd) 4.641 4.268 4.156 4.554
Convergence, Y/N Yes Yes Yes Yes
Cap 775 845 849 789
Service Time 2.651 2.268 2.252 2.564
HCM Lane V/C Ratio 0.061 0.156 0.227 0.044
HCM Control Delay 7.9 8.1 8.5 7.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 0.6 0.8 0.1 4 4
4 4
HCM 6th AWSC Alternative 2
10: Crescent Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 80 2 12 114 11 6 86 6 9 63 36
Future Vol, veh/h 23 80 2 12 114 11 6 86 6 9 63 36
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 22222222222
Mvmt Flow 28 98 2 15 139 13 7 105 7 11 77 44
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.8 9 8.7 8.6

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 6% 22% 9% 8%
Vol Thru, % 88% 76% 83% 58%
Vol Right, % 6% 2% 8% 33%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 98 105 137 108
LT Vol 6 23 12 9
Through Vol 86 80 114 63
RT Vol 6 2 11 36
Lane Flow Rate 120 128 167 132
Geometry Grp 1111
Degree of Util (X) 0.158 0.169 0.216 0.168
Departure Headway (Hd) 4.769 4.76 4.652 4.6
Convergence, Y/N Yes Yes Yes Yes
Cap 749 752 770 777
Service Time 2.813 2.804 2.693 2.642
HCM Lane V/C Ratio 0.16 0.17 0.217 0.17
HCM Control Delay 8.7 8.8 9 8.6
HCM Lane LOS AAAA
HCM 95th-tile Q 0.6 0.6 0.8 0.6 4 4
4 4
HCM 6th Signalized Intersection Summary Alternative 2
11: Dayton Way & Beverly Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0 Future Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.96 1.00 0.86
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1826 0 0 1856 1870 1826 1826 1781 Adj Flow Rate, veh/h 70 508 0 0 485 119 52 111 49
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Percent Heavy Veh, % 2 50032558
Cap, veh/h 598 2297 0 0 1846 450 210 484 258
Arrive On Green 0.66 0.66 0.00 0.00 0.66 0.66 0.20 0.20 0.20 Sat Flow, veh/h 809 3561 0 0 2881 679 1060 2447 1304
Grp Volume(v), veh/h 70 508 0 0 305 299 87 76 49
Grp Sat Flow(s),veh/h/ln 809 1735 0 0 1763 1704 1773 1735 1304 Q Serve(g_s), s 2.3 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9
Cycle Q Clear(g_c), s 6.6 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9 Prop In Lane 1.00 0.00 0.00 0.40 0.60 1.00
Lane Grp Cap(c), veh/h 598 2297 0 0 1167 1128 351 343 258 V/C Ratio(X) 0.12 0.22 0.00 0.00 0.26 0.26 0.25 0.22 0.19 Avail Cap(c_a), veh/h 598 2297 0 0 1167 1128 762 746 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.58 0.58 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.5 4.0 0.0 0.0 4.1 4.2 20.3 20.2 20.1 Incr Delay (d2), s/veh 0.4 0.2 0.0 0.0 0.3 0.3 0.4 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.0 0.0 0.0 1.2 1.2 1.0 0.9 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.9 4.2 0.0 0.0 4.5 4.5 20.7 20.5 20.4 LnGrp LOS A AAAAACCC
Approach Vol, veh/h 578 604 212
Approach Delay, s/veh 4.4 4.5 20.5
Approach LOS A A C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 43.9 16.1 43.9
Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2
Max Green Setting (Gmax), s * 26 * 26 * 26
Max Q Clear Time (g_c+I1), s 6.3 4.5 8.6
Green Ext Time (p_c), s 3.9 1.1 3.8
Intersection Summary
HCM 6th Ctrl Delay 6.9
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tt __ tf+ +tt '{' -------~
HCM Signalized Intersection Capacity Analysis Alternative 2 12: Dayton Way & Canon Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Future Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.94
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.97 0.91
Flt Protected 0.98 1.00 0.95 1.00 0.98
Satd. Flow (prot) 3411 3437 1770 1794 1564
Flt Permitted 0.84 1.00 0.95 1.00 0.98
Satd. Flow (perm) 2931 3437 1770 1794 1564
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 59 74 0 0 55 9 32 178 39 28 0 61
RTOR Reduction (vph) 0 0 0 0 4 0 0 12 0 0 69 0
Lane Group Flow (vph) 0 133 0 0 60 0 33 205 0 0 20 0
Confl. Peds. (#/hr) 20 20 70 42 42 70
Turn Type Perm NA NA Split NA Split NA
Protected Phases 6 2 4 4 8 8
Permitted Phases 6
Actuated Green, G (s) 36.3 36.3 13.7 13.7 8.0
Effective Green, g (s) 36.3 36.3 13.7 13.7 8.0
Actuated g/C Ratio 0.52 0.52 0.20 0.20 0.11
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 5.0 5.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1519 1782 346 351 178
v/s Ratio Prot 0.02 0.02 c0.11 c0.01
v/s Ratio Perm c0.05
v/c Ratio 0.09 0.03 0.10 0.58 0.11
Uniform Delay, d1 8.5 8.3 23.1 25.6 27.8
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.1 2.5 0.3
Delay (s) 8.6 8.3 23.2 28.0 28.1
Level of Service A A C C C
Approach Delay (s) 8.6 8.3 27.4 28.1
Approach LOS A A C C
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
+ft
HCM 6th Signalized Intersection Summary Alternative 2
13: Dayton Way & Crescent Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Future Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 0.98 0.97 0.98 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 19 277 40 15 269 20 51 83 92 48 89 129 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 135 1756 247 122 1907 139 137 189 173 119 167 203 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 112 2884 406 92 3131 228 245 735 673 188 648 787 Grp Volume(v), veh/h 177 0 159 159 0 145 226 0 0 266 0 0 Grp Sat Flow(s),veh/h/ln1787 0 1615 1798 0 1653 1652 0 0 1622 0 0 Q Serve(g_s), s 0.0 0.0 2.6 0.0 0.0 2.3 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 2.4 0.0 2.6 2.2 0.0 2.3 6.6 0.0 0.0 8.3 0.0 0.0 Prop In Lane 0.11 0.25 0.09 0.14 0.23 0.41 0.18 0.48
Lane Grp Cap(c), veh/h 1155 0 983 1161 0 1007 499 0 0 489 0 0 V/C Ratio(X) 0.15 0.00 0.16 0.14 0.00 0.14 0.45 0.00 0.00 0.54 0.00 0.00 Avail Cap(c_a), veh/h 1155 0 983 1161 0 1007 640 0 0 632 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.77 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 0.0 5.1 5.0 0.0 5.0 19.0 0.0 0.0 19.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.4 0.2 0.0 0.3 1.1 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 0.0 0.8 0.7 0.0 0.7 2.7 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.3 0.0 5.4 5.3 0.0 5.3 20.1 0.0 0.0 21.6 0.0 0.0 LnGrp LOS A AAAAACAACAA
Approach Vol, veh/h 336 304 226 266
Approach Delay, s/veh 5.4 5.3 20.1 21.6
Approach LOS A A C C
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 40.5 19.5 40.5 19.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 21.0 31.0 21.0
Max Q Clear Time (g_c+I1), s 4.3 8.6 4.6 10.3
Green Ext Time (p_c), s 1.9 1.9 2.2 2.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
+ff+
PM Peak Hour
HCM Signalized Intersection Capacity Analysis Alternative 2 1: El Camino Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 954 62 59 618 25 0 0 99 0 0 0
Future Volume (vph) 3 954 62 59 618 25 0 0 99 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 0.99 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4937 1770 4962 1611
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4636 1770 4962 1611
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 3 1026 67 63 665 27 0 0 106 0 0 0
RTOR Reduction (vph) 0 3 0 0 2 0 0 0 54 0 0 0
Lane Group Flow (vph) 0 1093 0 63 690 0 0 0 52 0 0 0
Confl. Peds. (#/hr) 69
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 3% 2% 2% 4% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 81.3 9.2 81.3 9.2
Effective Green, g (s) 81.3 9.2 81.3 9.2
Actuated g/C Ratio 0.81 0.09 0.81 0.09
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3769 162 4034 148
v/s Ratio Prot c0.04 0.14
v/s Ratio Perm c0.24 0.03
v/c Ratio 0.29 0.39 0.17 0.35
Uniform Delay, d1 2.3 42.8 2.0 42.6
Progression Factor 1.00 0.68 3.50 1.00
Incremental Delay, d2 0.2 1.5 0.1 1.4
Delay (s) 2.5 30.4 7.2 44.0
Level of Service A C A D
Approach Delay (s) 2.5 9.1 44.0 0.0
Approach LOS A A D A
Intersection Summary
HCM 2000 Control Delay 7.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Alternative 2
2: Beverly Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 855 109 105 537 81 0 367 85 0 521 163 Future Volume (veh/h) 88 855 109 105 537 81 0 367 85 0 521 163 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.98 0.93 0.99 0.93 1.00 0.89 1.00 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 98 950 121 117 597 90 0 408 94 0 579 181 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 32242022022
Cap, veh/h 410 2060 261 288 1998 295 0 652 490 0 652 502 Arrive On Green 0.01 0.15 0.15 0.03 0.31 0.31 0.00 0.35 0.35 0.00 0.35 0.35 Sat Flow, veh/h 1781 4511 572 1781 4375 647 0 1870 1406 0 1870 1441 Grp Volume(v), veh/h 98 710 361 117 454 233 0 408 94 0 579 181 Grp Sat Flow(s),veh/h/ln1781 1689 1706 1781 1675 1671 0 1870 1406 0 1870 1441 Q Serve(g_s), s 2.9 19.2 19.3 3.5 10.4 10.7 0.0 18.2 4.7 0.0 29.2 9.4 Cycle Q Clear(g_c), s 2.9 19.2 19.3 3.5 10.4 10.7 0.0 18.2 4.7 0.0 29.2 9.4 Prop In Lane 1.00 0.34 1.00 0.39 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 410 1542 779 288 1530 763 0 652 490 0 652 502 V/C Ratio(X) 0.24 0.46 0.46 0.41 0.30 0.30 0.00 0.63 0.19 0.00 0.89 0.36 Avail Cap(c_a), veh/h 410 1542 779 288 1530 763 0 726 546 0 726 559 HCM Platoon Ratio 0.33 0.33 0.33 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.00 0.98 0.98 0.00 0.96 0.96 Uniform Delay (d), s/veh 14.3 31.2 31.3 16.0 22.5 22.6 0.0 27.2 22.8 0.0 30.7 24.3 Incr Delay (d2), s/veh 0.1 1.0 1.9 0.3 0.5 1.0 0.0 1.4 0.2 0.0 12.2 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 8.9 9.2 1.4 4.5 4.7 0.0 8.3 4.3 0.0 15.2 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.4 32.2 33.2 16.3 22.9 23.6 0.0 28.6 22.9 0.0 43.0 24.9 LnGrp LOS B C C B C C A C C A D C
Approach Vol, veh/h 1169 804 502 760
Approach Delay, s/veh 31.0 22.2 27.5 38.7
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 51.0 40.0 9.0 51.0 40.0
Change Period (Y+Rc), s 4.6 5.3 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s4.4 41.7 38.8 4.4 41.7 38.8
Max Q Clear Time (g_c+I1), s5.5 21.3 31.2 4.9 12.7 20.2 Green Ext Time (p_c), s 0.0 12.4 3.6 0.0 9.5 2.9
Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. ., ttf+ t 7' ____ _
HCM 6th TWSC Alternative 2
3: Reeves Drive & Wilshire Boulevard PM Peak Hour
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 932 14 0 736 0 72
Future Vol, veh/h 932 14 0 736 0 72
Conflicting Peds, #/hr 0 63 0000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 22322
Mvmt Flow 1024 15 0 809 0 79
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 583
Stage 1- -----
Stage 2 - -----
Critical Hdwy- ---- 7.14
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.92
Pot Cap-1 Maneuver - - 0 - 0 390
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 367
Mov Cap-2 Maneuver - -----
Stage 1- -----
Stage 2 - -----
Approach EB WB NB
HCM Control Delay, s 0 0 17.5

HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 367 - - -
HCM Lane V/C Ratio 0.216 - - -
HCM Control Delay (s) 17.5 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.8 - - -
ttt
HCM Signalized Intersection Capacity Analysis Alternative 2 4: Canon Drive & Wilshire Boulevard PM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 976 8 17 737 0 48
Future Volume (vph) 976 8 17 737 0 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 5.6 6.3 5.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 1.00 1.00 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 5026 1770 5036 1611
Flt Permitted 1.00 0.95 1.00 1.00
Satd. Flow (perm) 5026 1770 5036 1611
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 1097 9 19 828 0 54
RTOR Reduction (vph) 0 0 0 0 0 52
Lane Group Flow (vph) 1106 0 19 828 0 2
Confl. Peds. (#/hr) 56
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 3% 2% 2% 3% 2% 2%
Turn Type NA Prot NA Perm
Protected Phases 2 1 6
Permitted Phases 8
Actuated Green, G (s) 75.8 2.7 84.1 4.4
Effective Green, g (s) 75.8 2.7 84.1 4.4
Actuated g/C Ratio 0.76 0.03 0.84 0.04
Clearance Time (s) 6.3 5.6 6.3 5.2
Vehicle Extension (s) 5.0 2.0 5.0 3.0
Lane Grp Cap (vph) 3809 47 4235 70
v/s Ratio Prot c0.22 0.01 c0.16
v/s Ratio Perm c0.00
v/c Ratio 0.29 0.40 0.20 0.03
Uniform Delay, d1 3.8 47.9 1.5 45.8
Progression Factor 2.05 1.10 0.42 1.00
Incremental Delay, d2 0.2 1.9 0.1 0.2
Delay (s) 7.9 54.7 0.7 46.0
Level of Service A D A D
Approach Delay (s) 7.9 1.9 46.0
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 6.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.1 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Alternative 2
5: Crescent Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 932 20 16 594 139 18 141 27 218 236 140 Future Volume (veh/h) 61 932 20 16 594 139 18 141 27 218 236 140 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.84 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 1870 1870 1841 1870 1870 1870 Adj Flow Rate, veh/h 69 1059 23 18 675 158 20 160 31 248 268 159 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 32242224222
Cap, veh/h 61 2788 61 21 2125 489 232 198 38 228 239 170 Arrive On Green 0.07 1.00 1.00 0.01 0.52 0.52 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 5096 111 1781 4049 931 1781 1522 295 1781 1870 1329 Grp Volume(v), veh/h 69 702 380 18 556 277 20 0 191 248 268 159 Grp Sat Flow(s),veh/h/ln1781 1689 1830 1781 1675 1631 1781 0 1817 1781 1870 1329 Q Serve(g_s), s 3.4 0.0 0.0 1.0 9.5 9.7 1.0 0.0 10.2 12.8 12.8 11.9 Cycle Q Clear(g_c), s 3.4 0.0 0.0 1.0 9.5 9.7 1.0 0.0 10.2 12.8 12.8 11.9 Prop In Lane 1.00 0.06 1.00 0.57 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 61 1847 1001 21 1758 856 232 0 237 228 239 170 V/C Ratio(X) 1.14 0.38 0.38 0.85 0.32 0.32 0.09 0.00 0.81 1.09 1.12 0.93 Avail Cap(c_a), veh/h 61 1847 1001 61 1758 856 424 0 433 228 239 170 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 0.0 0.0 49.3 13.5 13.6 38.3 0.0 42.3 43.6 43.6 43.2 Incr Delay (d2), s/veh 156.9 0.6 1.1 28.0 0.5 1.0 0.2 0.0 6.4 84.9 94.0 50.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.1 0.1 0.3 0.6 3.6 3.7 0.4 0.0 5.0 11.0 12.2 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 203.5 0.6 1.1 77.3 14.0 14.6 38.4 0.0 48.7 128.5 137.6 93.4 LnGrp LOS F AAEBBDADFFF
Approach Vol, veh/h 1151 851 211 675
Approach Delay, s/veh 12.9 15.5 47.7 123.9
Approach LOS B B D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.8 60.0 17.2 8.0 57.8 17.0
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s3.4 41.7 * 24 3.4 41.7 12.8
Max Q Clear Time (g_c+I1), s3.0 2.0 12.2 5.4 11.7 14.8
Green Ext Time (p_c), s 0.0 18.4 0.8 0.0 12.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 42.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttf+ "i ttf+ "i t 7' ____ _
HCM 6th AWSC Alternative 2
6: El Camino Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh12.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 223 12 21 179 27 16 61 52 85 95 52 Future Vol, veh/h 31 223 12 21 179 27 16 61 52 85 95 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 2 22222222222
Mvmt Flow 35 253 14 24 203 31 18 69 59 97 108 59
Number of Lanes 0 10010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 13.6 12.5 10.9 12.3

HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 12% 12% 9% 47% 0%
Vol Thru, % 47% 84% 79% 53% 0%
Vol Right, % 40% 5% 12% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 129 266 227 180 52
LT Vol 16 31 21 85 0
Through Vol 61 223 179 95 0
RT Vol 52 12 27 0 52
Lane Flow Rate 147 302 258 205 59
Geometry Grp 52277
Degree of Util (X) 0.242 0.471 0.404 0.375 0.093
Departure Headway (Hd) 5.936 5.606 5.636 6.595 5.643
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 601 641 635 544 632
Service Time 4.014 3.67 3.704 4.361 3.408
HCM Lane V/C Ratio 0.245 0.471 0.406 0.377 0.093
HCM Control Delay 10.9 13.6 12.5 13.3 9
HCM Lane LOS BBBBA
HCM 95th-tile Q 0.9 2.5 2 1.7 0.3 4 4
4 v
'k...

HCM 6th Signalized Intersection Summary Alternative 2
7: Beverly Drive & Charleville Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 180 108 60 97 56 94 409 68 53 595 44 Future Volume (veh/h) 50 180 108 60 97 56 94 409 68 53 595 44 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.91 0.97 0.82 0.95 0.80 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 186 111 62 100 58 97 422 70 55 613 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22322222222
Cap, veh/h 49 144 446 55 67 446 470 1531 250 527 1676 123 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.05 0.52 0.52 0.04 0.51 0.51 Sat Flow, veh/h 0 466 1445 0 217 1445 1781 2952 481 1781 3291 241 Grp Volume(v), veh/h 238 0 111 162 0 58 97 251 241 55 330 328 Grp Sat Flow(s),veh/h/ln 466 0 1445 217 0 1445 1781 1777 1657 1781 1777 1755 Q Serve(g_s), s 0.0 0.0 5.2 0.0 0.0 2.6 2.3 7.1 7.4 1.3 10.1 10.2 Cycle Q Clear(g_c), s 27.8 0.0 5.2 27.8 0.0 2.6 2.3 7.1 7.4 1.3 10.1 10.2 Prop In Lane 0.22 1.00 0.38 1.00 1.00 0.29 1.00 0.14
Lane Grp Cap(c), veh/h 193 0 446 122 0 446 470 921 859 527 905 894 V/C Ratio(X) 1.24 0.00 0.25 1.32 0.00 0.13 0.21 0.27 0.28 0.10 0.36 0.37 Avail Cap(c_a), veh/h 193 0 446 122 0 446 577 921 859 651 905 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.51 0.51 0.51 Uniform Delay (d), s/veh 26.8 0.0 23.3 30.7 0.0 22.4 9.9 12.2 12.2 9.6 13.3 13.3 Incr Delay (d2), s/veh 142.6 0.0 0.3 192.0 0.0 0.1 0.1 0.7 0.8 0.0 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.8 0.0 1.8 9.2 0.0 0.9 0.9 2.9 2.8 0.5 4.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 169.4 0.0 23.6 222.6 0.0 22.5 10.0 12.9 13.0 9.6 13.9 13.9 LnGrp LOS F A C F A C ABBABB
Approach Vol, veh/h 349 220 589 713
Approach Delay, s/veh 123.0 169.9 12.5 13.6
Approach LOS F F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 51.3 32.0 7.6 50.4 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.3 9.4 29.8 4.3 12.2 29.8 Green Ext Time (p_c), s 0.0 6.6 0.0 0.0 8.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 52.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th AWSC Alternative 2
8: Reeves Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 249 42 20 147 25 14 19 18 15 22 42 Future Vol, veh/h 31 249 42 20 147 25 14 19 18 15 22 42 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 2 22222222222
Mvmt Flow 32 257 43 21 152 26 14 20 19 15 23 43
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.5 9.1 8.5 8.6

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 27% 10% 10% 19%
Vol Thru, % 37% 77% 77% 28%
Vol Right, % 35% 13% 13% 53%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 51 322 192 79
LT Vol 14 31 20 15
Through Vol 19 249 147 22
RT Vol 18 42 25 42
Lane Flow Rate 53 332 198 81
Geometry Grp 1111
Degree of Util (X) 0.074 0.408 0.251 0.111
Departure Headway (Hd) 5.076 4.429 4.57 4.908
Convergence, Y/N Yes Yes Yes Yes
Cap 702 810 784 727
Service Time 3.132 2.463 2.609 2.961
HCM Lane V/C Ratio 0.075 0.41 0.253 0.111
HCM Control Delay 8.5 10.5 9.1 8.6
HCM Lane LOS ABAA
HCM 95th-tile Q 0.2 2 1 0.4 4 4
4 4
HCM 6th AWSC Alternative 2
9: Canon Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 259 16 6 163 19 6 18 11 5 25 28
Future Vol, veh/h 13 259 16 6 163 19 6 18 11 5 25 28
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 22222222222
Mvmt Flow 15 298 18 7 187 22 7 21 13 6 29 32
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.4 9.2 8.4 8.5

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 17% 5% 3% 9%
Vol Thru, % 51% 90% 87% 43%
Vol Right, % 31% 6% 10% 48%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 35 288 188 58
LT Vol 6 13 6 5
Through Vol 18 259 163 25
RT Vol 11 16 19 28
Lane Flow Rate 40 331 216 67
Geometry Grp 1111
Degree of Util (X) 0.057 0.405 0.27 0.091
Departure Headway (Hd) 5.087 4.409 4.499 4.929
Convergence, Y/N Yes Yes Yes Yes
Cap 701 814 797 725
Service Time 3.138 2.44 2.531 2.976
HCM Lane V/C Ratio 0.057 0.407 0.271 0.092
HCM Control Delay 8.4 10.4 9.2 8.5
HCM Lane LOS ABAA
HCM 95th-tile Q 0.2 2 1.1 0.3 4 4
4 4
HCM 6th AWSC Alternative 2
10: Crescent Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh11.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 210 5 8 86 28 5 87 13 29 189 59
Future Vol, veh/h 44 210 5 8 86 28 5 87 13 29 189 59
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 22222222222
Mvmt Flow 49 233 6 9 96 31 6 97 14 32 210 66
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 12.3 9.9 9.8 12.3

HCM LOS B A A B

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 5% 17% 7% 10%
Vol Thru, % 83% 81% 70% 68%
Vol Right, % 12% 2% 23% 21%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 105 259 122 277
LT Vol 5 44 8 29
Through Vol 87 210 86 189
RT Vol 13 5 28 59
Lane Flow Rate 117 288 136 308
Geometry Grp 1111
Degree of Util (X) 0.179 0.426 0.205 0.443
Departure Headway (Hd) 5.528 5.328 5.432 5.18
Convergence, Y/N Yes Yes Yes Yes
Cap 647 676 660 696
Service Time 3.573 3.363 3.475 3.216
HCM Lane V/C Ratio 0.181 0.426 0.206 0.443
HCM Control Delay 9.8 12.3 9.9 12.3
HCM Lane LOS ABAB
HCM 95th-tile Q 0.6 2.1 0.8 2.3 4 4
4 4
HCM 6th Signalized Intersection Summary Alternative 2
11: Dayton Way & Beverly Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 102 507 0 0 468 158 147 374 167 0 0 0 Future Volume (veh/h) 102 507 0 0 468 158 147 374 167 0 0 0 Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 0.95 1.00 1.00 0.82 1.00 0.68
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 110 545 0 0 503 170 158 402 180
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 20022222
Cap, veh/h 386 1768 0 0 1227 409 351 953 390
Arrive On Green 0.50 0.50 0.00 0.00 0.50 0.50 0.36 0.36 0.36 Sat Flow, veh/h 724 3647 0 0 2561 823 970 2629 1076
Grp Volume(v), veh/h 110 545 0 0 360 313 297 263 180
Grp Sat Flow(s),veh/h/ln 724 1777 0 0 1777 1513 1822 1777 1076 Q Serve(g_s), s 6.8 5.5 0.0 0.0 7.7 7.8 7.4 6.6 7.7
Cycle Q Clear(g_c), s 14.7 5.5 0.0 0.0 7.7 7.8 7.4 6.6 7.7 Prop In Lane 1.00 0.00 0.00 0.54 0.53 1.00
Lane Grp Cap(c), veh/h 386 1768 0 0 884 753 660 644 390 V/C Ratio(X) 0.29 0.31 0.00 0.00 0.41 0.42 0.45 0.41 0.46 Avail Cap(c_a), veh/h 386 1768 0 0 884 753 783 764 463
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.83 0.83 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 8.9 0.0 0.0 9.5 9.5 14.6 14.3 14.6 Incr Delay (d2), s/veh 1.9 0.5 0.0 0.0 1.2 1.4 0.5 0.4 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 2.0 0.0 0.0 2.9 2.5 2.9 2.5 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 9.4 0.0 0.0 10.7 10.9 15.0 14.7 15.5 LnGrp LOS B AAABBBBB
Approach Vol, veh/h 655 673 740
Approach Delay, s/veh 10.5 10.8 15.0
Approach LOS B B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 34.1 25.9 34.1
Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2
Max Green Setting (Gmax), s * 26 * 26 * 26
Max Q Clear Time (g_c+I1), s 9.8 9.7 16.7
Green Ext Time (p_c), s 4.2 4.2 3.1
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tt __ tf+ +tt '{' -------~
HCM Signalized Intersection Capacity Analysis Alternative 2 12: Dayton Way & Canon Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 130 131 0 0 159 50 149 389 67 28 0 80 Future Volume (vph) 130 131 0 0 159 50 149 389 67 28 0 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.96 1.00 0.98 0.88
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Frt 1.00 0.96 1.00 0.98 0.90
Flt Protected 0.98 1.00 0.95 1.00 0.99
Satd. Flow (prot) 3407 3269 1770 1787 1455
Flt Permitted 0.72 1.00 0.95 1.00 0.99
Satd. Flow (perm) 2527 3269 1770 1787 1455
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 141 142 0 0 173 54 162 423 73 30 0 87
RTOR Reduction (vph) 0 0 0 0 30 0 0 9 0 0 77 0
Lane Group Flow (vph) 0 283 0 0 197 0 162 487 0 0 40 0
Confl. Peds. (#/hr) 20 87 139 107 107 139
Turn Type Perm NA NA Split NA Split NA
Protected Phases 6 2 4 4 8 8
Permitted Phases 6
Actuated Green, G (s) 30.6 30.6 19.0 19.0 8.4
Effective Green, g (s) 30.6 30.6 19.0 19.0 8.4
Actuated g/C Ratio 0.44 0.44 0.27 0.27 0.12
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 5.0 5.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1104 1429 480 485 174
v/s Ratio Prot 0.06 0.09 c0.27 c0.03
v/s Ratio Perm c0.11
v/c Ratio 0.26 0.14 0.34 1.00 0.23
Uniform Delay, d1 12.5 11.8 20.5 25.5 27.9
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.2 0.4 42.0 0.7
Delay (s) 13.0 12.0 20.9 67.5 28.6
Level of Service B B C E C
Approach Delay (s) 13.0 12.0 56.0 28.6
Approach LOS B B E C
Intersection Summary
HCM 2000 Control Delay 36.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
+ft
HCM 6th Signalized Intersection Summary Alternative 2
13: Dayton Way & Crescent Drive PM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 40 300 38 32 344 26 95 333 133 25 39 40 Future Volume (veh/h) 40 300 38 32 344 26 95 333 133 25 39 40 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 0.95 0.90 0.95 0.90 0.97 0.96 0.99 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 309 39 33 355 27 98 343 137 26 40 41 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 22222222222
Cap, veh/h 197 1378 171 156 1530 114 147 371 139 150 220 184 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow, veh/h 242 2666 331 169 2962 221 220 1060 398 216 630 525 Grp Volume(v), veh/h 201 0 188 215 0 200 578 0 0 107 0 0 Grp Sat Flow(s),veh/h/ln1639 0 1601 1718 0 1634 1677 0 0 1370 0 0 Q Serve(g_s), s 0.0 0.0 3.9 0.0 0.0 4.0 16.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 3.9 3.8 0.0 4.0 20.5 0.0 0.0 2.6 0.0 0.0 Prop In Lane 0.20 0.21 0.15 0.14 0.17 0.24 0.24 0.38
Lane Grp Cap(c), veh/h 919 0 827 957 0 844 657 0 0 554 0 0 V/C Ratio(X) 0.22 0.00 0.23 0.22 0.00 0.24 0.88 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh/h 919 0 827 957 0 844 657 0 0 554 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.9 0.0 7.9 7.9 0.0 8.0 19.2 0.0 0.0 13.5 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.6 0.5 0.0 0.7 1.5 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 1.3 1.5 0.0 1.4 7.5 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.4 0.0 8.6 8.5 0.0 8.6 20.7 0.0 0.0 13.9 0.0 0.0 LnGrp LOS A AAAAACAABAA
Approach Vol, veh/h 389 415 578 107
Approach Delay, s/veh 8.5 8.6 20.7 13.9
Approach LOS A A C B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 35.0 25.0 35.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 21.0 31.0 21.0
Max Q Clear Time (g_c+I1), s 6.0 22.5 5.9 4.6
Green Ext Time (p_c), s 2.8 0.0 2.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
+ff+
Alternative 3
AM Peak Hour
HCM Signalized Intersection Capacity Analysis Alternative 3 1: El Camino Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 480 48 88 766 24 0 0 45 0 0 0
Future Volume (vph) 2 480 48 88 766 24 0 0 45 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 1.00 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4832 1770 4919 1580
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4536 1770 4919 1580
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 2 533 53 98 851 27 0 0 50 0 0 0
RTOR Reduction (vph) 0 5 0 0 1 0 0 0 45 0 0 0
Lane Group Flow (vph) 0 583 0 98 877 0 0 0 5 0 0 0
Confl. Peds. (#/hr) 43
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 5% 2% 2% 5% 4% 2% 2% 4% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 80.9 9.6 80.9 9.6
Effective Green, g (s) 80.9 9.6 80.9 9.6
Actuated g/C Ratio 0.81 0.10 0.81 0.10
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3669 169 3979 151
v/s Ratio Prot c0.06 c0.18
v/s Ratio Perm 0.13 0.00
v/c Ratio 0.16 0.58 0.22 0.03
Uniform Delay, d1 2.1 43.3 2.2 41.0
Progression Factor 1.00 0.76 4.10 1.00
Incremental Delay, d2 0.1 4.5 0.1 0.1
Delay (s) 2.2 37.5 9.2 41.1
Level of Service A D A D
Approach Delay (s) 2.2 12.1 41.1 0.0
Approach LOS A B D A
Intersection Summary
HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 41.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
.,,
HCM 6th Signalized Intersection Summary Alternative 3
2: Beverly Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 400 65 106 755 77 72 416 40 0 301 56 Future Volume (veh/h) 49 400 65 106 755 77 72 416 40 0 301 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.94 1.00 0.91 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1870 1870 1841 1856 1841 1870 1856 0 1870 1841 Adj Flow Rate, veh/h 56 460 75 122 868 89 83 478 46 0 346 64 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 6 6 2 2 4 3 4 2 3 0 2 4
Cap, veh/h 281 1875 298 442 2084 212 84 1302 526 0 946 395 Arrive On Green 0.01 0.14 0.14 0.01 0.15 0.15 0.05 0.37 0.37 0.00 0.27 0.27 Sat Flow, veh/h 1725 4275 679 1781 4602 469 1753 3554 1437 0 3647 1481 Grp Volume(v), veh/h 56 352 183 122 631 326 83 478 46 0 346 64 Grp Sat Flow(s),veh/h/ln1725 1648 1657 1781 1675 1721 1753 1777 1437 0 1777 1481 Q Serve(g_s), s 1.8 9.5 9.8 3.7 17.1 17.2 4.7 9.8 2.1 0.0 7.9 3.3 Cycle Q Clear(g_c), s 1.8 9.5 9.8 3.7 17.1 17.2 4.7 9.8 2.1 0.0 7.9 3.3 Prop In Lane 1.00 0.41 1.00 0.27 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 281 1446 727 442 1517 779 84 1302 526 0 946 395 V/C Ratio(X) 0.20 0.24 0.25 0.28 0.42 0.42 0.99 0.37 0.09 0.00 0.37 0.16 Avail Cap(c_a), veh/h 306 1446 727 442 1517 779 84 1379 558 0 1023 427 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 1.00 0.97 0.97 0.97 0.00 0.99 0.99 Uniform Delay (d), s/veh 16.3 28.0 28.2 15.4 30.5 30.6 47.6 23.2 20.7 0.0 29.8 28.1 Incr Delay (d2), s/veh 0.1 0.4 0.8 0.1 0.8 1.7 91.7 0.2 0.1 0.0 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 4.2 4.5 1.6 7.8 8.3 4.2 4.2 0.7 0.0 3.4 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.4 28.4 29.0 15.5 31.4 32.2 139.3 23.4 20.8 0.0 30.2 28.4 LnGrp LOS B C C B C C F C C A C C
Approach Vol, veh/h 591 1079 607 410
Approach Delay, s/veh 27.5 29.8 39.0 29.9
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 49.2 10.0 31.8 7.6 50.6 41.8 Change Period (Y+Rc), s 4.6 5.3 5.2 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s 4.4 41.7 4.8 28.8 4.4 41.7 38.8 Max Q Clear Time (g_c+I1), s 5.7 11.8 6.7 9.9 3.8 19.2 11.8 Green Ext Time (p_c), s 0.0 7.3 0.0 3.3 0.0 11.9 3.7
Intersection Summary
HCM 6th Ctrl Delay 31.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. "'i ttf+
HCM 6th TWSC Alternative 3
3: Reeves Drive & Wilshire Boulevard AM Peak Hour
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 418 25 0 985 0 28
Future Vol, veh/h 418 25 0 985 0 28
Conflicting Peds, #/hr 0 38 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 83 83 83 83 83 83
Heavy Vehicles, % 6 2 2 4 2 7
Mvmt Flow 504 30 0 1187 0 34
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 305
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.24
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.97
Pot Cap-1 Maneuver - - 0 - 0 578
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - - - - 557
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 11.9

HCM LOSB
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 557 - - -
HCM Lane V/C Ratio 0.061 - - -
HCM Control Delay (s) 11.9 - - -
HCM Lane LOS B - - -
HCM 95th %tile Q(veh) 0.2 - - -
ttt
HCM Signalized Intersection Capacity Analysis Alternative 3 4: Canon Drive & Wilshire Boulevard AM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 434 0 0 978 0 0
Future Volume (vph) 434 0 0 978 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 6.3
Lane Util. Factor 0.91 0.91
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 4893 4988
Flt Permitted 1.00 1.00
Satd. Flow (perm) 4893 4988
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87
Adj. Flow (vph) 499 0 0 1124 0 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 499 0 0 1124 0 0
Confl. Peds. (#/hr) 24
Heavy Vehicles (%) 6% 2% 8% 4% 2% 0%
Turn Type NA NA Perm
Protected Phases 2 6
Permitted Phases 8
Actuated Green, G (s) 100.0 100.0
Effective Green, g (s) 100.0 100.0
Actuated g/C Ratio 1.00 1.00
Clearance Time (s) 6.3 6.3
Vehicle Extension (s) 5.0 5.0
Lane Grp Cap (vph) 4893 4988
v/s Ratio Prot 0.10 c0.23
v/s Ratio Perm
v/c Ratio 0.10 0.23
Uniform Delay, d1 0.0 0.0
Progression Factor 1.00 1.00
Incremental Delay, d2 0.0 0.1
Delay (s) 0.0 0.1
Level of Service A A
Approach Delay (s) 0.0 0.1 0.0
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 0.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 11.5 Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
+++ --- +++ -- .,,
HCM 6th Signalized Intersection Summary Alternative 3
5: Crescent Drive & Wilshire Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 411 9 27 890 117 12 105 19 136 89 85 Future Volume (veh/h) 36 411 9 27 890 117 12 105 19 136 89 85 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 1.00 0.91 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1811 1737 1870 1841 1870 1781 1870 1870 1870 1870 1856 Adj Flow Rate, veh/h 40 457 10 30 989 130 13 117 21 151 99 94 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 8 6 11 2 4 2 8 2 2 2 2 3
Cap, veh/h 49 2902 63 37 2570 337 167 152 27 204 214 163 Arrive On Green 0.06 1.00 1.00 0.02 0.57 0.57 0.10 0.10 0.10 0.11 0.11 0.11 Sat Flow, veh/h 1697 4976 108 1781 4471 586 1697 1543 277 1781 1870 1428 Grp Volume(v), veh/h 40 302 165 30 740 379 13 0 138 151 99 94 Grp Sat Flow(s),veh/h/ln1697 1648 1789 1781 1675 1706 1697 0 1820 1781 1870 1428 Q Serve(g_s), s 2.3 0.0 0.0 1.7 12.1 12.1 0.7 0.0 7.4 8.2 4.9 6.2 Cycle Q Clear(g_c), s 2.3 0.0 0.0 1.7 12.1 12.1 0.7 0.0 7.4 8.2 4.9 6.2 Prop In Lane 1.00 0.06 1.00 0.34 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 49 1922 1043 37 1926 981 167 0 180 204 214 163 V/C Ratio(X) 0.81 0.16 0.16 0.81 0.38 0.39 0.08 0.00 0.77 0.74 0.46 0.58 Avail Cap(c_a), veh/h 58 1922 1043 61 1926 981 404 0 433 228 239 183 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.8 0.0 0.0 48.8 11.6 11.6 40.9 0.0 44.0 42.8 41.4 42.0 Incr Delay (d2), s/veh 44.9 0.2 0.3 14.3 0.6 1.1 0.2 0.0 6.8 10.9 1.6 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.6 0.0 0.1 0.9 4.5 4.8 0.3 0.0 3.7 4.2 2.4 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 91.7 0.2 0.3 63.0 12.2 12.8 41.1 0.0 50.7 53.7 43.0 45.5 LnGrp LOS F A A E B B D A D D D D
Approach Vol, veh/h 507 1149 151 344
Approach Delay, s/veh 7.4 13.7 49.9 48.4
Approach LOS A B D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 63.6 14.1 7.5 62.8 15.6
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s 3.4 41.7 * 24 3.4 41.7 12.8 Max Q Clear Time (g_c+I1), s 3.7 2.0 9.4 4.3 14.1 10.2
Green Ext Time (p_c), s 0.0 6.7 0.6 0.0 15.8 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttl+ "i ttl+
HCM 6th AWSC Alternative 3
6: El Camino Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 86 5 21 138 42 5 112 39 10 20 26
Future Vol, veh/h 17 86 5 21 138 42 5 112 39 10 20 26
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 23 115 7 28 184 56 7 149 52 13 27 35
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 9.3 10.4 10.1 8.6

HCM LOS A B B A

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 3% 16% 10% 33% 0%
Vol Thru, % 72% 80% 69% 67% 0%
Vol Right, % 25% 5% 21% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 156 108 201 30 26
LT Vol 5 17 21 10 0
Through Vol 112 86 138 20 0
RT Vol 39 5 42 0 26
Lane Flow Rate 208 144 268 40 35
Geometry Grp 5 2 2 7 7
Degree of Util (X) 0.288 0.199 0.352 0.066 0.049
Departure Headway (Hd) 4.981 4.982 4.725 5.927 5.05
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 716 714 756 599 701
Service Time 3.055 3.059 2.79 3.716 2.838
HCM Lane V/C Ratio 0.291 0.202 0.354 0.067 0.05
HCM Control Delay 10.1 9.3 10.4 9.1 8.1
HCM Lane LOS B A B A A
HCM 95th-tile Q 1.2 0.7 1.6 0.2 0.2
HCM 6th Signalized Intersection Summary Alternative 3
7: Beverly Drive & Charleville Boulevard AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 49 51 38 89 35 72 504 38 39 342 48 Future Volume (veh/h) 31 49 51 38 89 35 72 504 38 39 342 48 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.92 0.97 0.88 0.98 0.88 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1856 1870 1870 1870 1870 1870 1841 Adj Flow Rate, veh/h 40 63 65 49 114 45 92 646 49 50 438 62 Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 Percent Heavy Veh, % 2 2 2 2 2 3 2 2 2 2 2 4
Cap, veh/h 56 65 450 52 96 446 542 1723 130 448 1565 219 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.05 0.52 0.52 0.04 0.51 0.51 Sat Flow, veh/h 0 212 1456 0 311 1444 1781 3310 251 1781 3068 430 Grp Volume(v), veh/h 103 0 65 163 0 45 92 346 349 50 252 248 Grp Sat Flow(s),veh/h/ln 212 0 1456 311 0 1444 1781 1777 1784 1781 1777 1721 Q Serve(g_s), s 0.0 0.0 2.9 0.0 0.0 2.0 2.2 10.4 10.5 1.2 7.3 7.4 Cycle Q Clear(g_c), s 27.8 0.0 2.9 27.8 0.0 2.0 2.2 10.4 10.5 1.2 7.3 7.4 Prop In Lane 0.39 1.00 0.30 1.00 1.00 0.14 1.00 0.25
Lane Grp Cap(c), veh/h 121 0 450 148 0 446 542 925 928 448 906 878 V/C Ratio(X) 0.85 0.00 0.14 1.10 0.00 0.10 0.17 0.37 0.38 0.11 0.28 0.28 Avail Cap(c_a), veh/h 121 0 450 148 0 446 651 925 928 576 906 878 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.86 0.86 0.86 Uniform Delay (d), s/veh 28.3 0.0 22.5 28.5 0.0 22.2 9.5 12.9 12.9 9.9 12.6 12.6 Incr Delay (d2), s/veh 40.7 0.0 0.1 103.6 0.0 0.1 0.1 1.2 1.2 0.0 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 0.0 1.0 6.6 0.0 0.7 0.8 4.3 4.3 0.4 3.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.1 0.0 22.6 132.0 0.0 22.3 9.6 14.0 14.0 10.0 13.2 13.3 LnGrp LOS E A C F A C A B B A B B
Approach Vol, veh/h 168 208 787 550
Approach Delay, s/veh 51.1 108.3 13.5 13.0
Approach LOS D F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.6 51.4 32.0 7.5 50.5 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.2 12.5 29.8 4.2 9.4 29.8 Green Ext Time (p_c), s 0.0 9.3 0.0 0.0 6.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i tf+
HCM 6th AWSC Alternative 3
8: Reeves Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 80 20 11 126 22 12 23 20 7 6 13
Future Vol, veh/h 14 80 20 11 126 22 12 23 20 7 6 13
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 17 99 25 14 156 27 15 28 25 9 7 16
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.2 8.5 8 7.7

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 22% 12% 7% 27%
Vol Thru, % 42% 70% 79% 23%
Vol Right, % 36% 18% 14% 50%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 55 114 159 26
LT Vol 12 14 11 7
Through Vol 23 80 126 6
RT Vol 20 20 22 13
Lane Flow Rate 68 141 196 32
Geometry Grp 1 1 1 1
Degree of Util (X) 0.086 0.168 0.232 0.04
Departure Headway (Hd) 4.535 4.287 4.259 4.508
Convergence, Y/N Yes Yes Yes Yes
Cap 791 839 848 795
Service Time 2.557 2.304 2.259 2.533
HCM Lane V/C Ratio 0.086 0.168 0.231 0.04
HCM Control Delay 8 8.2 8.5 7.7
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.6 0.9 0.1 4 4
4 4
HCM 6th AWSC Alternative 3
9: Canon Drive & Charleville Boulevard AM Peak Hour
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 89 20 13 140 15 12 19 7 6 3 27
Future Vol, veh/h 5 89 20 13 140 15 12 19 7 6 3 27
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 110 25 16 173 19 15 23 9 7 4 33
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.1 8.7 8 7.6

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 32% 4% 8% 17%
Vol Thru, % 50% 78% 83% 8%
Vol Right, % 18% 18% 9% 75%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 38 114 168 36
LT Vol 12 5 13 6
Through Vol 19 89 140 3
RT Vol 7 20 15 27
Lane Flow Rate 47 141 207 44
Geometry Grp 1 1 1 1
Degree of Util (X) 0.061 0.167 0.246 0.054
Departure Headway (Hd) 4.703 4.263 4.267 4.339
Convergence, Y/N Yes Yes Yes Yes
Cap 763 843 846 826
Service Time 2.724 2.278 2.267 2.36
HCM Lane V/C Ratio 0.062 0.167 0.245 0.053
HCM Control Delay 8 8.1 8.7 7.6
HCM Lane LOS A A A A
HCM 95th-tile Q 0.2 0.6 1 0.2 4 4
4 4
HCM 6th AWSC Alternative 3
10: Crescent Drive & Charleville Boulevard AM Peak Hour Intersection
Intersection Delay, s/veh 9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 80 2 12 114 11 6 86 6 9 63 48
Future Vol, veh/h 44 80 2 12 114 11 6 86 6 9 63 48
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 54 98 2 15 139 13 7 105 7 11 77 59
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.1 9.1 8.9 8.8

HCM LOS A A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 6% 35% 9% 7%
Vol Thru, % 88% 63% 83% 52%
Vol Right, % 6% 2% 8% 40%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 98 126 137 120
LT Vol 6 44 12 9
Through Vol 86 80 114 63
RT Vol 6 2 11 48
Lane Flow Rate 120 154 167 146
Geometry Grp 1 1 1 1
Degree of Util (X) 0.161 0.206 0.219 0.188
Departure Headway (Hd) 4.859 4.83 4.726 4.63
Convergence, Y/N Yes Yes Yes Yes
Cap 735 741 757 771
Service Time 2.911 2.88 2.775 2.68
HCM Lane V/C Ratio 0.163 0.208 0.221 0.189
HCM Control Delay 8.9 9.1 9.1 8.8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.6 0.8 0.8 0.7 4 4
4 4
HCM 6th Signalized Intersection Summary Alternative 3
11: Dayton Way & Beverly Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0 Future Volume (veh/h) 51 371 0 0 354 87 38 81 36 0 0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.96 1.00 0.86
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1826 0 0 1856 1870 1826 1826 1781 Adj Flow Rate, veh/h 70 508 0 0 485 119 52 111 49
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 Percent Heavy Veh, % 2 5 0 0 3 2 5 5 8
Cap, veh/h 598 2297 0 0 1846 450 210 484 258
Arrive On Green 0.66 0.66 0.00 0.00 0.66 0.66 0.20 0.20 0.20 Sat Flow, veh/h 809 3561 0 0 2881 679 1060 2447 1304
Grp Volume(v), veh/h 70 508 0 0 305 299 87 76 49
Grp Sat Flow(s),veh/h/ln 809 1735 0 0 1763 1704 1773 1735 1304 Q Serve(g_s), s 2.3 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9
Cycle Q Clear(g_c), s 6.6 3.5 0.0 0.0 4.2 4.3 2.5 2.2 1.9 Prop In Lane 1.00 0.00 0.00 0.40 0.60 1.00
Lane Grp Cap(c), veh/h 598 2297 0 0 1167 1128 351 343 258 V/C Ratio(X) 0.12 0.22 0.00 0.00 0.26 0.26 0.25 0.22 0.19 Avail Cap(c_a), veh/h 598 2297 0 0 1167 1128 762 746 561 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 5.5 4.0 0.0 0.0 4.1 4.2 20.3 20.2 20.1 Incr Delay (d2), s/veh 0.4 0.2 0.0 0.0 0.5 0.5 0.4 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 1.0 0.0 0.0 1.3 1.2 1.0 0.9 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.9 4.2 0.0 0.0 4.6 4.7 20.7 20.5 20.4 LnGrp LOS A A A A A A C C C
Approach Vol, veh/h 578 604 212
Approach Delay, s/veh 4.4 4.7 20.5
Approach LOS A A C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 43.9 16.1 43.9
Change Period (Y+Rc), s * 4.2 * 4.2 * 4.2
Max Green Setting (Gmax), s * 26 * 26 * 26
Max Q Clear Time (g_c+I1), s 6.3 4.5 8.6
Green Ext Time (p_c), s 3.9 1.1 3.8
Intersection Summary
HCM 6th Ctrl Delay 7.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i tt -- 4t '--------~
HCM Signalized Intersection Capacity Analysis Alternative 3 12: Dayton Way & Canon Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Future Volume (vph) 47 59 0 0 44 7 26 142 31 22 0 49
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.94
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Frt 1.00 0.98 1.00 0.97 0.91
Flt Protected 0.98 1.00 0.95 1.00 0.98
Satd. Flow (prot) 3411 3437 1770 1794 1564
Flt Permitted 0.84 1.00 0.95 1.00 0.98
Satd. Flow (perm) 2931 3437 1770 1794 1564
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Adj. Flow (vph) 59 74 0 0 55 9 32 178 39 28 0 61
RTOR Reduction (vph) 0 0 0 0 4 0 0 12 0 0 69 0
Lane Group Flow (vph) 0 133 0 0 60 0 33 205 0 0 20 0
Confl. Peds. (#/hr) 20 20 70 42 42 70
Turn Type Perm NA NA Split NA Split NA
Protected Phases 6 2 4 4 8 8
Permitted Phases 6
Actuated Green, G (s) 36.3 36.3 13.7 13.7 8.0
Effective Green, g (s) 36.3 36.3 13.7 13.7 8.0
Actuated g/C Ratio 0.52 0.52 0.20 0.20 0.11
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 5.0 5.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1519 1782 346 351 178
v/s Ratio Prot 0.02 0.02 c0.11 c0.01
v/s Ratio Perm c0.05
v/c Ratio 0.09 0.03 0.10 0.58 0.11
Uniform Delay, d1 8.5 8.3 23.1 25.6 27.8
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.1 2.5 0.3
Delay (s) 8.6 8.3 23.2 28.0 28.1
Level of Service A A C C C
Approach Delay (s) 8.6 8.3 27.4 28.1
Approach LOS A A C C
Intersection Summary
HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 50.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
+ft
HCM 6th Signalized Intersection Summary Alternative 3
13: Dayton Way & Crescent Drive AM Peak Hour
Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Future Volume (veh/h) 14 208 30 11 202 15 38 62 69 36 67 97 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 0.98 0.97 0.98 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 19 277 40 15 269 20 51 83 92 48 89 129 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 135 1756 247 122 1907 139 137 189 173 119 167 203 Arrive On Green 0.61 0.61 0.61 0.61 0.61 0.61 0.26 0.26 0.26 0.26 0.26 0.26 Sat Flow, veh/h 112 2884 406 92 3131 228 245 735 673 188 648 787 Grp Volume(v), veh/h 177 0 159 159 0 145 226 0 0 266 0 0 Grp Sat Flow(s),veh/h/ln1787 0 1615 1798 0 1653 1652 0 0 1622 0 0 Q Serve(g_s), s 0.0 0.0 2.6 0.0 0.0 2.3 0.0 0.0 0.0 1.7 0.0 0.0 Cycle Q Clear(g_c), s 2.4 0.0 2.6 2.2 0.0 2.3 6.6 0.0 0.0 8.3 0.0 0.0 Prop In Lane 0.11 0.25 0.09 0.14 0.23 0.41 0.18 0.48
Lane Grp Cap(c), veh/h 1155 0 983 1161 0 1007 499 0 0 489 0 0 V/C Ratio(X) 0.15 0.00 0.16 0.14 0.00 0.14 0.45 0.00 0.00 0.54 0.00 0.00 Avail Cap(c_a), veh/h 1155 0 983 1161 0 1007 640 0 0 632 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.77 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.1 0.0 5.1 5.0 0.0 5.0 19.0 0.0 0.0 19.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.4 0.2 0.0 0.3 1.1 0.0 0.0 2.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 0.0 0.8 0.7 0.0 0.7 2.7 0.0 0.0 3.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.3 0.0 5.4 5.3 0.0 5.3 20.1 0.0 0.0 21.6 0.0 0.0 LnGrp LOS A A A A A A C A A C A A
Approach Vol, veh/h 336 304 226 266
Approach Delay, s/veh 5.4 5.3 20.1 21.6
Approach LOS A A C C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 40.5 19.5 40.5 19.5
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 31.0 21.0 31.0 21.0
Max Q Clear Time (g_c+I1), s 4.3 8.6 4.6 10.3
Green Ext Time (p_c), s 1.9 1.9 2.2 2.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
PM Peak Hour
HCM Signalized Intersection Capacity Analysis Alternative 3 1: El Camino Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 954 62 59 663 25 0 0 99 0 0 0
Future Volume (vph) 3 954 62 59 663 25 0 0 99 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.3 4.2 5.3 4.2
Lane Util. Factor 0.91 1.00 0.91 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 0.99 1.00 0.99 0.86
Flt Protected 1.00 0.95 1.00 1.00
Satd. Flow (prot) 4937 1770 4964 1611
Flt Permitted 0.94 0.95 1.00 1.00
Satd. Flow (perm) 4635 1770 4964 1611
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 3 1026 67 63 713 27 0 0 106 0 0 0
RTOR Reduction (vph) 0 3 0 0 2 0 0 0 54 0 0 0
Lane Group Flow (vph) 0 1093 0 63 738 0 0 0 52 0 0 0
Confl. Peds. (#/hr) 69
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 2% 3% 2% 2% 4% 2% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Prot NA Perm
Protected Phases 2 4 6
Permitted Phases 2 4
Actuated Green, G (s) 81.3 9.2 81.3 9.2
Effective Green, g (s) 81.3 9.2 81.3 9.2
Actuated g/C Ratio 0.81 0.09 0.81 0.09
Clearance Time (s) 5.3 4.2 5.3 4.2
Vehicle Extension (s) 5.0 3.0 5.0 3.0
Lane Grp Cap (vph) 3768 162 4035 148
v/s Ratio Prot c0.04 0.15
v/s Ratio Perm c0.24 0.03
v/c Ratio 0.29 0.39 0.18 0.35
Uniform Delay, d1 2.3 42.8 2.1 42.6
Progression Factor 1.00 0.70 3.44 1.00
Incremental Delay, d2 0.2 1.5 0.1 1.4
Delay (s) 2.5 31.6 7.2 44.0
Level of Service A C A D
Approach Delay (s) 2.5 9.1 44.0 0.0
Approach LOS A A D A
Intersection Summary
HCM 2000 Control Delay 7.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 9.5 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
.,,
HCM 6th Signalized Intersection Summary Alternative 3
2: Beverly Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 855 109 105 537 81 45 367 85 0 521 163 Future Volume (veh/h) 88 855 109 105 537 81 45 367 85 0 521 163 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.93 0.99 0.93 1.00 0.89 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 1870 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 98 950 121 117 597 90 50 408 94 0 579 181 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 3 2 2 4 2 2 2 2 0 2 2
Cap, veh/h 378 1949 247 274 1890 279 64 1324 528 0 1012 402 Arrive On Green 0.01 0.14 0.14 0.01 0.14 0.14 0.04 0.37 0.37 0.00 0.28 0.28 Sat Flow, veh/h 1781 4508 572 1781 4372 646 1781 3554 1418 0 3647 1413 Grp Volume(v), veh/h 98 711 360 117 455 232 50 408 94 0 579 181 Grp Sat Flow(s),veh/h/ln1781 1689 1703 1781 1675 1668 1781 1777 1418 0 1777 1413 Q Serve(g_s), s 3.0 19.4 19.5 3.6 12.2 12.5 2.8 8.1 4.5 0.0 13.9 10.5 Cycle Q Clear(g_c), s 3.0 19.4 19.5 3.6 12.2 12.5 2.8 8.1 4.5 0.0 13.9 10.5 Prop In Lane 1.00 0.34 1.00 0.39 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 378 1460 736 274 1448 721 64 1324 528 0 1012 402 V/C Ratio(X) 0.26 0.49 0.49 0.43 0.31 0.32 0.78 0.31 0.18 0.00 0.57 0.45 Avail Cap(c_a), veh/h 378 1460 736 274 1448 721 86 1379 550 0 1023 407 HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.98 0.98 0.98 0.00 0.96 0.96 Uniform Delay (d), s/veh 15.9 32.6 32.7 17.7 29.6 29.7 47.8 22.2 21.1 0.0 30.6 29.3 Incr Delay (d2), s/veh 0.1 1.1 2.2 0.4 0.6 1.2 19.5 0.1 0.2 0.0 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 9.0 9.3 1.6 5.6 5.8 1.6 3.4 1.5 0.0 6.1 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 33.8 34.9 18.1 30.1 30.9 67.3 22.4 21.2 0.0 31.5 30.4 LnGrp LOS B C C B C C E C C A C C
Approach Vol, veh/h 1169 804 552 760
Approach Delay, s/veh 32.6 28.6 26.2 31.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 8
Phs Duration (G+Y+Rc), s9.0 48.5 8.8 33.7 9.0 48.5 42.5 Change Period (Y+Rc), s 4.6 5.3 5.2 5.2 4.6 5.3 5.2
Max Green Setting (Gmax), s 4.4 41.7 4.8 28.8 4.4 41.7 38.8 Max Q Clear Time (g_c+I1), s 5.6 21.5 4.8 15.9 5.0 14.5 10.1 Green Ext Time (p_c), s 0.0 12.3 0.0 5.2 0.0 9.3 3.4
Intersection Summary
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. "'i ttf+
HCM 6th TWSC Alternative 3
3: Reeves Drive & Wilshire Boulevard PM Peak Hour
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 928 28 0 736 0 72
Future Vol, veh/h 928 28 0 736 0 72
Conflicting Peds, #/hr 0 63 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 3 2 2 3 2 2
Mvmt Flow 1020 31 0 809 0 79
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 589
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 7.14
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.92
Pot Cap-1 Maneuver - - 0 - 0 387
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - --
Mov Cap-1 Maneuver - - - - - 364
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Control Delay, s 0 0 17.6

HCM LOSC
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 364 - - -
HCM Lane V/C Ratio 0.217 - - -
HCM Control Delay (s) 17.6 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.8 - - -
ttt
HCM Signalized Intersection Capacity Analysis Alternative 3 4: Canon Drive & Wilshire Boulevard PM Peak Hour
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 976 0 0 737 0 0
Future Volume (vph) 976 0 0 737 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.3 6.3
Lane Util. Factor 0.91 0.91
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 1.00 1.00
Frt 1.00 1.00
Flt Protected 1.00 1.00
Satd. Flow (prot) 5036 5036
Flt Permitted 1.00 1.00
Satd. Flow (perm) 5036 5036
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 1097 0 0 828 0 0
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 1097 0 0 828 0 0
Confl. Peds. (#/hr) 56
Confl. Bikes (#/hr) 2
Heavy Vehicles (%) 3% 2% 2% 3% 2% 2%
Turn Type NA NA Perm
Protected Phases 2 6
Permitted Phases 8
Actuated Green, G (s) 100.0 100.0
Effective Green, g (s) 100.0 100.0
Actuated g/C Ratio 1.00 1.00
Clearance Time (s) 6.3 6.3
Vehicle Extension (s) 5.0 5.0
Lane Grp Cap (vph) 5036 5036
v/s Ratio Prot c0.22 0.16
v/s Ratio Perm
v/c Ratio 0.22 0.16
Uniform Delay, d1 0.0 0.0
Progression Factor 1.00 1.00
Incremental Delay, d2 0.1 0.1
Delay (s) 0.1 0.1
Level of Service A A
Approach Delay (s) 0.1 0.1 0.0
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 0.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 11.5 Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
+++ --- +++ -- .,,
HCM 6th Signalized Intersection Summary Alternative 3
5: Crescent Drive & Wilshire Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 58 887 20 30 584 139 18 144 27 218 242 137 Future Volume (veh/h) 58 887 20 30 584 139 18 144 27 218 242 137 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00 1.00 0.84 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1870 1870 1841 1870 1870 1870 1841 1870 1870 1870 Adj Flow Rate, veh/h 66 1008 23 34 664 158 20 164 31 248 275 156 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 3 2 2 4 2 2 2 4 2 2 2
Cap, veh/h 61 2712 62 42 2109 493 236 202 38 228 239 170 Arrive On Green 0.07 1.00 1.00 0.02 0.52 0.52 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 5090 116 1781 4035 943 1781 1529 289 1781 1870 1329 Grp Volume(v), veh/h 66 669 362 34 549 273 20 0 195 248 275 156 Grp Sat Flow(s),veh/h/ln1781 1689 1829 1781 1675 1628 1781 0 1818 1781 1870 1329 Q Serve(g_s), s 3.4 0.0 0.0 1.9 9.4 9.6 1.0 0.0 10.4 12.8 12.8 11.6 Cycle Q Clear(g_c), s 3.4 0.0 0.0 1.9 9.4 9.6 1.0 0.0 10.4 12.8 12.8 11.6 Prop In Lane 1.00 0.06 1.00 0.58 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 61 1799 974 42 1751 851 236 0 241 228 239 170 V/C Ratio(X) 1.09 0.37 0.37 0.80 0.31 0.32 0.08 0.00 0.81 1.09 1.15 0.92 Avail Cap(c_a), veh/h 61 1799 974 61 1751 851 424 0 433 228 239 170 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 0.0 0.0 48.6 13.6 13.7 38.1 0.0 42.2 43.6 43.6 43.1 Incr Delay (d2), s/veh 141.4 0.6 1.1 25.6 0.5 1.0 0.2 0.0 6.4 84.9 104.2 45.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.8 0.1 0.3 1.2 3.6 3.7 0.4 0.0 5.1 11.0 12.8 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 188.0 0.6 1.1 74.2 14.1 14.7 38.2 0.0 48.6 128.5 147.8 88.9 LnGrp LOS F A A E B B D A D F F F
Approach Vol, veh/h 1097 856 215 679
Approach Delay, s/veh 12.0 16.7 47.6 127.2
Approach LOS B B D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s7.0 58.6 17.4 8.0 57.6 17.0
Change Period (Y+Rc), s 4.6 5.3 * 4.2 4.6 5.3 4.2
Max Green Setting (Gmax), s 3.4 41.7 * 24 3.4 41.7 12.8 Max Q Clear Time (g_c+I1), s 3.9 2.0 12.4 5.4 11.6 14.8 Green Ext Time (p_c), s 0.0 17.3 0.9 0.0 11.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 43.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. "i ttl+ "i ttl+
HCM 6th AWSC Alternative 3
6: El Camino Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh12.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 227 12 21 142 27 16 61 52 85 95 52 Future Vol, veh/h 31 227 12 21 142 27 16 61 52 85 95 52 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 35 258 14 24 161 31 18 69 59 97 108 59
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay 13.4 11.5 10.7 12.1

HCM LOS B B B B

Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 12% 11% 11% 47% 0%
Vol Thru, % 47% 84% 75% 53% 0%
Vol Right, % 40% 4% 14% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 129 270 190 180 52
LT Vol 16 31 21 85 0
Through Vol 61 227 142 95 0
RT Vol 52 12 27 0 52
Lane Flow Rate 147 307 216 205 59
Geometry Grp 5 2 2 7 7
Degree of Util (X) 0.236 0.469 0.336 0.368 0.091
Departure Headway (Hd) 5.796 5.504 5.603 6.469 5.518
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 617 654 639 554 647
Service Time 3.861 3.559 3.662 4.225 3.273
HCM Lane V/C Ratio 0.238 0.469 0.338 0.37 0.091
HCM Control Delay 10.7 13.4 11.5 13 8.8
HCM Lane LOS B B B B A
HCM 95th-tile Q 0.9 2.5 1.5 1.7 0.3
HCM 6th Signalized Intersection Summary Alternative 3
7: Beverly Drive & Charleville Boulevard PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 180 108 60 96 61 58 445 68 53 595 44 Future Volume (veh/h) 50 180 108 60 96 61 58 445 68 53 595 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.91 1.00 0.91 0.97 0.82 0.96 0.80 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1856 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 186 111 62 99 63 60 459 70 55 613 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 3 2 2 2 2 2 2 2 2
Cap, veh/h 49 144 446 55 66 446 463 1553 234 513 1701 124 Arrive On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.04 0.52 0.52 0.04 0.52 0.52 Sat Flow, veh/h 0 466 1445 0 215 1445 1781 2996 451 1781 3292 241 Grp Volume(v), veh/h 238 0 111 161 0 63 60 270 259 55 330 328 Grp Sat Flow(s),veh/h/ln 466 0 1445 215 0 1445 1781 1777 1670 1781 1777 1756 Q Serve(g_s), s 0.0 0.0 5.2 0.0 0.0 2.8 1.4 7.8 8.0 1.3 9.9 10.0 Cycle Q Clear(g_c), s 27.8 0.0 5.2 27.8 0.0 2.8 1.4 7.8 8.0 1.3 9.9 10.0 Prop In Lane 0.22 1.00 0.39 1.00 1.00 0.27 1.00 0.14
Lane Grp Cap(c), veh/h 193 0 446 122 0 446 463 921 866 513 918 907 V/C Ratio(X) 1.24 0.00 0.25 1.32 0.00 0.14 0.13 0.29 0.30 0.11 0.36 0.36 Avail Cap(c_a), veh/h 193 0 446 122 0 446 584 921 866 637 918 907 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.75 0.75 0.75 Uniform Delay (d), s/veh 26.8 0.0 23.3 30.7 0.0 22.5 9.6 12.3 12.4 9.4 12.9 12.9 Incr Delay (d2), s/veh 142.6 0.0 0.3 191.4 0.0 0.1 0.0 0.8 0.9 0.0 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.8 0.0 1.8 9.2 0.0 1.0 0.5 3.2 3.1 0.5 4.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 169.4 0.0 23.6 222.1 0.0 22.6 9.7 13.1 13.2 9.4 13.7 13.8 LnGrp LOS F A C F A C A B B A B B
Approach Vol, veh/h 349 224 589 713
Approach Delay, s/veh 123.0 166.0 12.8 13.4
Approach LOS F F B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 51.3 32.0 6.9 51.1 32.0
Change Period (Y+Rc), s 3.0 4.6 * 4.2 3.0 4.6 * 4.2
Max Green Setting (Gmax), s 10.0 40.4 * 28 10.0 40.4 * 28 Max Q Clear Time (g_c+I1), s 3.3 10.0 29.8 3.4 12.0 29.8 Green Ext Time (p_c), s 0.0 7.1 0.0 0.0 8.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 51.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i tf+
HCM 6th AWSC Alternative 3
8: Reeves Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 31 249 42 20 151 25 14 19 18 22 22 42 Future Vol, veh/h 31 249 42 20 151 25 14 19 18 22 22 42 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 32 257 43 21 156 26 14 20 19 23 23 43
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.6 9.2 8.6 8.7

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 27% 10% 10% 26%
Vol Thru, % 37% 77% 77% 26%
Vol Right, % 35% 13% 13% 49%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 51 322 196 86
LT Vol 14 31 20 22
Through Vol 19 249 151 22
RT Vol 18 42 25 42
Lane Flow Rate 53 332 202 89
Geometry Grp 1 1 1 1
Degree of Util (X) 0.075 0.411 0.258 0.122
Departure Headway (Hd) 5.102 4.454 4.594 4.962
Convergence, Y/N Yes Yes Yes Yes
Cap 698 807 780 718
Service Time 3.163 2.494 2.639 3.02
HCM Lane V/C Ratio 0.076 0.411 0.259 0.124
HCM Control Delay 8.6 10.6 9.2 8.7
HCM Lane LOS A B A A
HCM 95th-tile Q 0.2 2 1 0.4 4 4
4 4
HCM 6th AWSC Alternative 3
9: Canon Drive & Charleville Boulevard PM Peak Hour
Intersection
Intersection Delay, s/veh10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 259 20 10 167 28 6 18 11 53 17 24 Future Vol, veh/h 13 259 20 10 167 28 6 18 11 53 17 24
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 15 298 23 11 192 32 7 21 13 61 20 28
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 11 9.7 8.6 9.3

HCM LOS B A A A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 17% 4% 5% 56%
Vol Thru, % 51% 89% 81% 18%
Vol Right, % 31% 7% 14% 26%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 35 292 205 94
LT Vol 6 13 10 53
Through Vol 18 259 167 17
RT Vol 11 20 28 24
Lane Flow Rate 40 336 236 108
Geometry Grp 1 1 1 1
Degree of Util (X) 0.059 0.425 0.303 0.157
Departure Headway (Hd) 5.237 4.557 4.626 5.237
Convergence, Y/N Yes Yes Yes Yes
Cap 678 789 773 680
Service Time 3.316 2.602 2.676 3.307
HCM Lane V/C Ratio 0.059 0.426 0.305 0.159
HCM Control Delay 8.6 11 9.7 9.3
HCM Lane LOS A B A A
HCM 95th-tile Q 0.2 2.1 1.3 0.6 4 4
4 4
HCM 6th AWSC Alternative 3
10: Crescent Drive & Charleville Boulevard PM Peak Hour Intersection
Intersection Delay, s/veh12.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 92 210 5 8 86 28 5 87 13 29 189 76
Future Vol, veh/h 92 210 5 8 86 28 5 87 13 29 189 76
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 102 233 6 9 96 31 6 97 14 32 210 84
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 14.2 10.2 10.2 13.3

HCM LOS B B B B

Queue shown is maximum after two cycles.

Queues Existing Conditions
4: Canon Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 515 14 1124 24
v/c Ratio 0.12 0.15 0.24 0.05
Control Delay 1.6 39.0 0.8 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 1.6 39.0 0.8 0.2
Queue Length 50th (ft) 0 8 0 0
Queue Length 95th (ft) 95 m23 25 0
Internal Link Dist (ft) 230 240
Turn Bay Length (ft) 85 100
Base Capacity (vph) 4413 157 4649 738
Starvation Cap Reductn 0 0 525 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.12 0.09 0.27 0.03
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. -+ 'f +- I""
Queues Existing Conditions
5: Crescent Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 42 467 18 1131 13 125 151 98 96
v/c Ratio 0.40 0.17 0.21 0.45 0.07 0.56 0.60 0.37 0.30
Control Delay 52.3 13.2 52.0 17.6 37.7 49.0 49.1 41.3 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.3 13.2 52.0 17.6 37.7 49.0 49.1 41.3 6.4 Queue Length 50th (ft) 28 72 11 167 8 73 92 57 0
Queue Length 95th (ft) #91 102 35 234 24 126 146 100 28 Internal Link Dist (ft) 240 183 678 1
Turn Bay Length (ft) 80 155 85 140
Base Capacity (vph) 105 2740 85 2508 397 441 271 285 328 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.40 0.17 0.21 0.45 0.03 0.28 0.56 0.34 0.29 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Existing Conditions
7: Beverly Drive & Charleville Boulevard AM Peak Hour
Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 103 65 159 45 92 695 50 500
v/c Ratio 0.47 0.23 0.64 0.16 0.14 0.29 0.09 0.22
Control Delay 40.7 10.3 46.7 7.9 3.9 7.0 3.9 7.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 10.3 46.7 7.9 3.9 7.0 3.9 7.0
Queue Length 50th (ft) 54 0 86 0 10 78 6 52
Queue Length 95th (ft) 82 24 118 16 24 111 15 78
Internal Link Dist (ft) 243 269 95 682
Turn Bay Length (ft) 30 35 70 60
Base Capacity (vph) 425 480 487 487 710 2357 616 2259
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.24 0.14 0.33 0.09 0.13 0.29 0.08 0.22 Intersection Summary
Queues Existing Conditions
11: Dayton Way & Beverly Drive AM Peak Hour
Lane Group SEL SET NWT NET NER
Lane Group Flow (vph) 70 508 604 163 49
v/c Ratio 0.12 0.19 0.23 0.35 0.21
Control Delay 3.5 2.9 2.8 25.1 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 3.5 2.9 2.8 25.1 10.0
Queue Length 50th (ft) 6 23 25 28 0
Queue Length 95th (ft) 14 33 35 40 16
Internal Link Dist (ft) 241 597 119
Turn Bay Length (ft) 90 85
Base Capacity (vph) 606 2646 2607 1434 617
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.12 0.19 0.23 0.11 0.08
Intersection Summary
Queues Existing Conditions
12: Dayton Way & Canon Drive AM Peak Hour
Lane Group SET NWT NEL NET SWT
Lane Group Flow (vph) 133 64 33 217 89
v/c Ratio 0.09 0.04 0.10 0.60 0.31
Control Delay 10.6 9.6 21.8 30.3 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.6 9.6 21.8 30.3 12.2
Queue Length 50th (ft) 14 5 12 80 4
Queue Length 95th (ft) 29 15 27 112 32
Internal Link Dist (ft) 272 574 312 320
Turn Bay Length (ft)
Base Capacity (vph) 1553 1826 480 497 481
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.09 0.04 0.07 0.44 0.19
Intersection Summary
PM Peak Hour
Queues Existing Conditions
1: El Camino Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 1096 63 740 106
v/c Ratio 0.29 0.39 0.18 0.52
Control Delay 2.6 35.1 7.7 30.1
Queue Delay 0.0 0.0 0.3 0.0
Total Delay 2.7 35.1 8.0 30.1
Queue Length 50th (ft) 44 30 121 28
Queue Length 95th (ft) 75 m64 112 78
Internal Link Dist (ft) 156 238
Turn Bay Length (ft) 50
Base Capacity (vph) 3773 651 4039 630
Starvation Cap Reductn 0 0 2425 0
Spillback Cap Reductn 234 0 0 3
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.31 0.10 0.46 0.17
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. -+ 'f +- I""
Queues Existing Conditions
2: Beverly Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBL EBT WBL WBT NBL NBT NBR SBT SBR
Lane Group Flow (vph) 98 1071 117 687 50 408 94 579 181 v/c Ratio 0.25 0.48 0.44 0.30 0.51 0.34 0.18 0.66 0.40
Control Delay 16.3 22.0 15.8 13.4 64.7 24.7 5.2 37.2 11.9 Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.3 22.5 15.8 13.4 64.7 24.7 5.2 37.2 11.9 Queue Length 50th (ft) 29 178 16 132 31 93 0 173 24
Queue Length 95th (ft) 76 267 78 178 #87 130 31 220 78
Internal Link Dist (ft) 238 272 682 597
Turn Bay Length (ft) 110 185 75 45 75
Base Capacity (vph) 395 2279 266 2346 99 1373 592 1019 506 Starvation Cap Reductn 0 684 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.67 0.44 0.29 0.51 0.30 0.16 0.57 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Existing Conditions
4: Canon Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 1106 19 828 54
v/c Ratio 0.27 0.19 0.19 0.19
Control Delay 7.2 53.1 0.7 1.4
Queue Delay 0.0 0.0 0.1 0.0
Total Delay 7.2 53.1 0.8 1.4
Queue Length 50th (ft) 5 13 18 0
Queue Length 95th (ft) 288 m32 6 0
Internal Link Dist (ft) 230 240
Turn Bay Length (ft) 85 100
Base Capacity (vph) 4093 166 4350 615
Starvation Cap Reductn 0 0 1846 0
Spillback Cap Reductn 195 0 0 7
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.28 0.11 0.33 0.09
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. -+ 'f +- I""
Queues Existing Conditions
5: Crescent Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 69 1082 18 833 20 191 248 268 159 v/c Ratio 0.62 0.47 0.25 0.44 0.07 0.67 0.64 0.65 0.36
Control Delay 79.4 15.0 55.9 21.7 34.3 49.0 45.7 46.0 8.8 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.4 15.3 55.9 21.7 34.3 49.0 45.7 46.0 8.8 Queue Length 50th (ft) 47 221 11 133 11 111 138 149 0
Queue Length 95th (ft) #142 19 34 152 29 168 #291 #312 52 Internal Link Dist (ft) 240 183 678 1
Turn Bay Length (ft) 80 155 85 140
Base Capacity (vph) 111 2288 71 2048 421 438 390 411 436 Starvation Cap Reductn 0 576 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.62 0.63 0.25 0.41 0.05 0.44 0.64 0.65 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Existing Conditions
7: Beverly Drive & Charleville Boulevard PM Peak Hour
Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 238 111 157 63 60 529 55 658
v/c Ratio 0.72 0.34 0.74 0.19 0.12 0.26 0.11 0.31
Control Delay 45.4 17.3 53.7 10.2 5.5 9.0 5.4 9.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.4 17.3 53.7 10.2 5.5 9.0 5.4 9.6
Queue Length 50th (ft) 127 25 84 3 8 64 8 85
Queue Length 95th (ft) 187 64 139 32 25 116 24 151
Internal Link Dist (ft) 243 269 95 682
Turn Bay Length (ft) 30 35 70 60
Base Capacity (vph) 502 472 322 484 583 2020 590 2138
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.47 0.24 0.49 0.13 0.10 0.26 0.09 0.31 Intersection Summary
Queues Existing Conditions
11: Dayton Way & Beverly Drive PM Peak Hour
Lane Group SEL SET NWT NET NER
Lane Group Flow (vph) 110 545 673 560 180
v/c Ratio 0.29 0.27 0.37 0.57 0.39
Control Delay 11.6 8.3 7.9 19.4 5.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 8.3 7.9 19.4 5.1
Queue Length 50th (ft) 19 47 53 88 0
Queue Length 95th (ft) 61 95 110 108 32
Internal Link Dist (ft) 241 597 119
Turn Bay Length (ft) 90 85
Base Capacity (vph) 382 1987 1831 1423 589
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.29 0.27 0.37 0.39 0.31
Intersection Summary
Queues Existing Conditions
12: Dayton Way & Canon Drive PM Peak Hour
Lane Group SET NWT NEL NET SWT
Lane Group Flow (vph) 283 227 162 496 117
v/c Ratio 0.25 0.15 0.34 1.01 0.40
Control Delay 14.1 10.2 22.9 70.2 14.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.1 10.2 22.9 70.2 14.7
Queue Length 50th (ft) 41 23 56 ~211 12
Queue Length 95th (ft) 70 46 104 #401 54
Internal Link Dist (ft) 272 574 312 320
Turn Bay Length (ft)
Base Capacity (vph) 1134 1496 480 493 458
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.25 0.15 0.34 1.01 0.26
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Alternative 1
AM Peak Hour
Queues Alternative 1
1: El Camino Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 588 98 798 50
v/c Ratio 0.16 0.51 0.20 0.13
Control Delay 2.4 49.4 8.6 0.7
Queue Delay 0.0 0.0 0.3 0.0
Total Delay 2.4 49.4 8.9 0.7
Queue Length 50th (ft) 23 21 163 0
Queue Length 95th (ft) 41 81 222 0
Internal Link Dist (ft) 156 238
Turn Bay Length (ft) 50
Base Capacity (vph) 3759 651 4071 735
Starvation Cap Reductn 0 0 2479 0
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.16 0.15 0.50 0.07
Intersection Summary
-+ 'f +- I""
Queues Alternative 1
2: Beverly Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 56 535 122 957 478 46 346 64
v/c Ratio 0.18 0.24 0.25 0.39 0.82 0.09 0.59 0.12
Control Delay 12.6 16.0 5.9 11.5 43.1 2.2 32.4 4.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.6 16.0 5.9 11.5 43.1 2.2 32.4 4.5
Queue Length 50th (ft) 15 68 5 161 277 0 183 0
Queue Length 95th (ft) 37 95 46 240 343 9 235 19
Internal Link Dist (ft) 238 272 682 597
Turn Bay Length (ft) 110 185 45 75
Base Capacity (vph) 309 2284 488 2451 722 589 722 622
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.18 0.23 0.25 0.39 0.66 0.08 0.48 0.10 Intersection Summary
Queues Alternative 1
5: Crescent Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 40 467 30 1119 13 138 151 99 94
v/c Ratio 0.39 0.18 0.32 0.45 0.06 0.59 0.60 0.38 0.30
Control Delay 55.2 17.3 55.7 17.8 36.8 48.6 49.8 41.8 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.2 17.3 55.7 17.8 36.8 48.6 49.8 41.8 6.2 Queue Length 50th (ft) 27 76 19 165 7 79 92 58 0
Queue Length 95th (ft) #87 98 #61 230 24 134 148 102 27 Internal Link Dist (ft) 240 183 678 1
Turn Bay Length (ft) 80 155 85 140
Base Capacity (vph) 103 2603 94 2492 397 439 268 282 326 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.39 0.18 0.32 0.45 0.03 0.31 0.56 0.35 0.29 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Alternative 1
7: Beverly Drive & Charleville Boulevard AM Peak Hour
Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 98 65 168 40 174 613 50 500
v/c Ratio 0.43 0.23 0.65 0.15 0.27 0.26 0.09 0.23
Control Delay 38.5 10.1 46.6 6.5 4.6 6.9 4.1 8.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.5 10.1 46.6 6.5 4.6 6.9 4.1 8.1
Queue Length 50th (ft) 51 0 91 0 21 67 6 55
Queue Length 95th (ft) 78 23 123 12 42 97 15 85
Internal Link Dist (ft) 243 269 95 682
Turn Bay Length (ft) 30 35 70 60
Base Capacity (vph) 436 480 492 463 687 2335 646 2139
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.22 0.14 0.34 0.09 0.25 0.26 0.08 0.23 Intersection Summary
Queues Alternative 1
11: Dayton Way & Beverly Drive AM Peak Hour
Lane Group SEL SET NWT NET NER
Lane Group Flow (vph) 70 508 604 163 49
v/c Ratio 0.12 0.19 0.23 0.35 0.21
Control Delay 3.5 2.9 2.8 25.1 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 3.5 2.9 2.8 25.1 10.0
Queue Length 50th (ft) 6 23 25 28 0
Queue Length 95th (ft) 14 33 35 40 16
Internal Link Dist (ft) 241 597 119
Turn Bay Length (ft) 90 85
Base Capacity (vph) 606 2646 2607 1434 617
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.12 0.19 0.23 0.11 0.08
Intersection Summary
Queues Alternative 1
12: Dayton Way & Canon Drive AM Peak Hour
Lane Group SET NWT NEL NET SWT
Lane Group Flow (vph) 133 64 33 217 89
v/c Ratio 0.09 0.04 0.10 0.60 0.31
Control Delay 10.6 9.6 21.8 30.3 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.6 9.6 21.8 30.3 12.2
Queue Length 50th (ft) 14 5 12 80 4
Queue Length 95th (ft) 29 15 27 112 32
Internal Link Dist (ft) 272 574 312 320
Turn Bay Length (ft)
Base Capacity (vph) 1553 1826 480 497 481
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.09 0.04 0.07 0.44 0.19
Intersection Summary
PM Peak Hour
Queues Alternative 1
1: El Camino Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 1096 63 692 106
v/c Ratio 0.29 0.39 0.17 0.52
Control Delay 2.6 36.0 7.7 30.1
Queue Delay 0.0 0.0 0.2 0.0
Total Delay 2.7 36.0 7.9 30.1
Queue Length 50th (ft) 44 31 116 28
Queue Length 95th (ft) 75 65 106 78
Internal Link Dist (ft) 156 238
Turn Bay Length (ft) 50
Base Capacity (vph) 3773 651 4036 630
Starvation Cap Reductn 0 0 2470 0
Spillback Cap Reductn 234 0 0 3
Storage Cap Reductn 0000
Reduced v/c Ratio 0.31 0.10 0.44 0.17
Intersection Summary
-+ 'f +- I""
Queues Alternative 1
2: Beverly Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 98 1071 117 687 408 94 579 181
v/c Ratio 0.26 0.50 0.47 0.31 0.60 0.17 0.86 0.32
Control Delay 16.9 23.1 16.3 13.5 29.8 5.1 42.8 14.0
Queue Delay 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.9 23.8 16.3 13.5 29.8 5.1 42.8 14.0
Queue Length 50th (ft) 30 176 25 132 198 0 318 43
Queue Length 95th (ft) 76 267 73 171 296 31 #477 95
Internal Link Dist (ft) 238 272 682 597
Turn Bay Length (ft) 110 185 45 75
Base Capacity (vph) 374 2159 250 2231 725 594 725 603
Starvation Cap Reductn 0 688 000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.26 0.73 0.47 0.31 0.56 0.16 0.80 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Alternative 1
5: Crescent Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 66 1031 34 822 20 195 248 275 156 v/c Ratio 0.63 0.47 0.47 0.44 0.07 0.67 0.62 0.66 0.36
Control Delay 68.1 21.9 69.3 21.7 34.2 49.1 45.0 45.9 8.8 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.1 22.3 69.3 21.7 34.2 49.1 45.0 45.9 8.8 Queue Length 50th (ft) ~49 250 22 129 11 113 138 154 1
Queue Length 95th (ft) #125 280 #68 149 29 171 #293 #325 53 Internal Link Dist (ft) 240 183 678 1
Turn Bay Length (ft) 80 155 85 140
Base Capacity (vph) 104 2219 72 2047 421 438 399 419 439 Starvation Cap Reductn 0 575 0000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.63 0.63 0.47 0.40 0.05 0.45 0.62 0.66 0.36 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Alternative 1
7: Beverly Drive & Charleville Boulevard PM Peak Hour
Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 233 111 166 57 97 492 55 658
v/c Ratio 0.72 0.34 0.79 0.17 0.19 0.24 0.10 0.31
Control Delay 45.9 17.1 59.3 8.9 5.6 8.7 5.3 9.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.9 17.1 59.3 8.9 5.6 8.7 5.3 9.8
Queue Length 50th (ft) 125 24 91 0 14 57 8 85
Queue Length 95th (ft) 185 63 149 28 36 106 23 153
Internal Link Dist (ft) 243 269 95 682
Turn Bay Length (ft) 30 35 70 60
Base Capacity (vph) 501 474 325 484 581 2020 606 2130
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.47 0.23 0.51 0.12 0.17 0.24 0.09 0.31 Intersection Summary
Queues Alternative 1
11: Dayton Way & Beverly Drive PM Peak Hour
Lane Group SEL SET NWT NET NER
Lane Group Flow (vph) 110 545 673 560 180
v/c Ratio 0.29 0.27 0.37 0.57 0.39
Control Delay 11.6 8.3 7.9 19.4 5.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 8.3 7.9 19.4 5.1
Queue Length 50th (ft) 19 47 53 88 0
Queue Length 95th (ft) 61 95 110 108 32
Internal Link Dist (ft) 241 597 119
Turn Bay Length (ft) 90 85
Base Capacity (vph) 382 1987 1831 1423 589
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.29 0.27 0.37 0.39 0.31
Intersection Summary
Queues Alternative 1
12: Dayton Way & Canon Drive PM Peak Hour
Lane Group SET NWT NEL NET SWT
Lane Group Flow (vph) 283 227 162 496 117
v/c Ratio 0.25 0.15 0.34 1.01 0.40
Control Delay 14.1 10.2 22.9 70.2 14.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 14.1 10.2 22.9 70.2 14.7
Queue Length 50th (ft) 41 23 56 ~211 12
Queue Length 95th (ft) 70 46 104 #401 54
Internal Link Dist (ft) 272 574 312 320
Turn Bay Length (ft)
Base Capacity (vph) 1134 1496 480 493 458
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.25 0.15 0.34 1.01 0.26
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Alternative 2
AM Peak Hour
Queues Alternative 2
1: El Camino Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 588 98 798 50
v/c Ratio 0.16 0.51 0.20 0.13
Control Delay 2.4 48.8 8.2 0.7
Queue Delay 0.0 0.0 0.3 0.0
Total Delay 2.4 48.8 8.5 0.7
Queue Length 50th (ft) 23 21 163 0
Queue Length 95th (ft) 41 81 206 0
Internal Link Dist (ft) 156 238
Turn Bay Length (ft) 50
Base Capacity (vph) 3759 651 4071 735
Starvation Cap Reductn 0 0 2479 0
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.16 0.15 0.50 0.07
Intersection Summary
-+ 'f +- I""
Queues Alternative 2
2: Beverly Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 56 535 122 957 478 46 346 64
v/c Ratio 0.18 0.24 0.25 0.39 0.82 0.09 0.59 0.12
Control Delay 12.6 16.0 5.9 11.5 43.1 2.2 32.4 4.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.6 16.0 5.9 11.5 43.1 2.2 32.4 4.5
Queue Length 50th (ft) 15 68 5 160 277 0 183 0
Queue Length 95th (ft) 37 95 46 241 343 9 235 19
Internal Link Dist (ft) 238 272 682 597
Turn Bay Length (ft) 110 185 45 75
Base Capacity (vph) 309 2284 488 2451 722 589 722 622
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.18 0.23 0.25 0.39 0.66 0.08 0.48 0.10 Intersection Summary
Queues Alternative 2
4: Canon Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 515 14 1124 24
v/c Ratio 0.12 0.15 0.24 0.05
Control Delay 1.5 39.0 0.8 0.2
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 1.5 39.0 0.8 0.2
Queue Length 50th (ft) 0800
Queue Length 95th (ft) 91 m23 25 0
Internal Link Dist (ft) 230 240
Turn Bay Length (ft) 85 100
Base Capacity (vph) 4413 157 4649 738
Starvation Cap Reductn 0 0 525 0
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.12 0.09 0.27 0.03
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. -+ 'f +- I""
Queues Alternative 2
5: Crescent Drive & Wilshire Boulevard AM Peak Hour
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 42 467 18 1131 13 125 151 98 96
v/c Ratio 0.40 0.17 0.21 0.45 0.07 0.56 0.60 0.37 0.30
Control Delay 53.9 13.7 52.0 17.6 37.7 49.0 49.1 41.3 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.9 13.7 52.0 17.6 37.7 49.0 49.1 41.3 6.4 Queue Length 50th (ft) 28 71 11 167 8 73 92 57 0
Queue Length 95th (ft) #91 97 35 234 24 126 146 100 28
Internal Link Dist (ft) 240 183 678 1
Turn Bay Length (ft) 80 155 85 140
Base Capacity (vph) 105 2740 85 2508 397 441 271 285 328 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.40 0.17 0.21 0.45 0.03 0.28 0.56 0.34 0.29 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Alternative 2
7: Beverly Drive & Charleville Boulevard AM Peak Hour
Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 98 65 164 40 174 613 50 500
v/c Ratio 0.43 0.23 0.65 0.15 0.27 0.26 0.09 0.23
Control Delay 38.8 10.2 46.6 6.5 4.5 6.8 4.0 8.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.8 10.2 46.6 6.5 4.5 6.8 4.0 8.1
Queue Length 50th (ft) 51 0 88 0 21 67 6 54
Queue Length 95th (ft) 78 24 121 12 42 97 15 85
Internal Link Dist (ft) 243 269 95 682
Turn Bay Length (ft) 30 35 70 60
Base Capacity (vph) 439 480 491 463 689 2341 648 2146
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.22 0.14 0.33 0.09 0.25 0.26 0.08 0.23 Intersection Summary
Queues Alternative 2
11: Dayton Way & Beverly Drive AM Peak Hour
Lane Group SEL SET NWT NET NER
Lane Group Flow (vph) 70 508 604 163 49
v/c Ratio 0.12 0.19 0.23 0.35 0.21
Control Delay 3.5 2.9 2.8 25.1 10.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 3.5 2.9 2.8 25.1 10.0
Queue Length 50th (ft) 6 23 25 28 0
Queue Length 95th (ft) 14 33 35 40 16
Internal Link Dist (ft) 241 597 119
Turn Bay Length (ft) 90 85
Base Capacity (vph) 606 2646 2607 1434 617
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.12 0.19 0.23 0.11 0.08
Intersection Summary
Queues Alternative 2
12: Dayton Way & Canon Drive AM Peak Hour
Lane Group SET NWT NEL NET SWT
Lane Group Flow (vph) 133 64 33 217 89
v/c Ratio 0.09 0.04 0.10 0.60 0.31
Control Delay 10.6 9.6 21.8 30.3 12.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 10.6 9.6 21.8 30.3 12.2
Queue Length 50th (ft) 14 5 12 80 4
Queue Length 95th (ft) 29 15 27 112 32
Internal Link Dist (ft) 272 574 312 320
Turn Bay Length (ft)
Base Capacity (vph) 1553 1826 480 497 481
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.09 0.04 0.07 0.44 0.19
Intersection Summary
PM Peak Hour
Queues Alternative 2
1: El Camino Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 1096 63 692 106
v/c Ratio 0.29 0.39 0.17 0.52
Control Delay 2.6 34.9 7.7 30.1
Queue Delay 0.0 0.0 0.2 0.0
Total Delay 2.7 34.9 8.0 30.1
Queue Length 50th (ft) 44 31 117 28
Queue Length 95th (ft) 75 62 110 78
Internal Link Dist (ft) 156 238
Turn Bay Length (ft) 50
Base Capacity (vph) 3773 651 4036 630
Starvation Cap Reductn 0 0 2470 0
Spillback Cap Reductn 234 0 0 3
Storage Cap Reductn 0000
Reduced v/c Ratio 0.31 0.10 0.44 0.17
Intersection Summary
-+ 'f +- I""
Queues Alternative 2
2: Beverly Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBL EBT WBL WBT NBT NBR SBT SBR
Lane Group Flow (vph) 98 1071 117 687 408 94 579 181
v/c Ratio 0.26 0.50 0.47 0.31 0.60 0.17 0.86 0.32
Control Delay 16.9 23.1 17.0 13.8 29.8 5.1 42.8 14.0
Queue Delay 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.9 23.8 17.0 13.8 29.8 5.1 42.8 14.0
Queue Length 50th (ft) 30 176 25 134 198 0 318 43
Queue Length 95th (ft) 76 267 78 178 296 31 #477 95
Internal Link Dist (ft) 238 272 682 597
Turn Bay Length (ft) 110 185 45 75
Base Capacity (vph) 374 2159 250 2231 725 594 725 603
Starvation Cap Reductn 0 688 000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.26 0.73 0.47 0.31 0.56 0.16 0.80 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Alternative 2
4: Canon Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBT WBL WBT NBR
Lane Group Flow (vph) 1106 19 828 54
v/c Ratio 0.27 0.19 0.19 0.19
Control Delay 7.1 53.1 0.7 1.4
Queue Delay 0.0 0.0 0.1 0.0
Total Delay 7.1 53.1 0.8 1.4
Queue Length 50th (ft) 5 13 18 0
Queue Length 95th (ft) 288 m32 6 0
Internal Link Dist (ft) 230 240
Turn Bay Length (ft) 85 100
Base Capacity (vph) 4093 166 4350 615
Starvation Cap Reductn 0 0 1846 0
Spillback Cap Reductn 188 0 0 7
Storage Cap Reductn 0000
Reduced v/c Ratio 0.28 0.11 0.33 0.09
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal. -+ 'f +- I""
Queues Alternative 2
5: Crescent Drive & Wilshire Boulevard PM Peak Hour
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 69 1082 18 833 20 191 248 268 159 v/c Ratio 0.62 0.47 0.25 0.44 0.07 0.67 0.64 0.65 0.36
Control Delay 79.3 13.9 55.9 21.7 34.3 49.0 45.7 46.0 8.8 Queue Delay 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.3 14.2 55.9 21.7 34.3 49.0 45.7 46.0 8.8 Queue Length 50th (ft) 47 219 11 133 11 111 138 149 0
Queue Length 95th (ft) #142 19 34 152 29 168 #291 #312 52 Internal Link Dist (ft) 240 183 678 1
Turn Bay Length (ft) 80 155 85 140
Base Capacity (vph) 111 2288 71 2048 421 438 390 411 436 Starvation Cap Reductn 0 576 0000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.62 0.63 0.25 0.41 0.05 0.44 0.64 0.65 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Beverly Hills City CouncilNovember 7, 2023

Beverly Hills City Council
November 7, 2023