CONSIDERATION FOR CROSSWALK INSTALLATION
Figures 1 to 5 present the existing characteristics and primary factors influencing the feasibility of installing crosswalks at each intersection. For four of the studied locations, conceptual design and treatment options are presented, while for the remaining location, explanations are provided as to why a crosswalk is not feasible. The methodologies employed align with the California Manual on Uniform Traffic Control Devices (CA-MUTCD) (Caltrans, 2023) and the Highway Design Manual (HDM) (Caltrans, 2020). These methodologies assess whether the intersections meet basic design requirements.
Sight Distance
Sight distance is one of the primary factors in considering installation of crosswalks, allowing drivers enough time to spot pedestrians and react appropriately. It also aligns with driver expectations, preventing sudden braking or swerving due to unexpected obstacles or traffic control devices. Therefore, ensuring clear, unobstructed views for both pedestrians and drivers is a key consideration in crosswalk planning. Per the HDM, 200 ft is the minimal stopping sight distance required for a driver traveling at 30 MPH to perceive and react to changing roadway conditions such as an unexpected obstruction. Due to the sustained downgrade drivers experience while traveling southbound on Coldwater Cañon Drive, a 20 percent increase to this distance was considered in this evaluation as recommended by the HDM.
Proximity to Driveways & Other Infrastructure
Crosswalks near driveways can lead to unexpected pedestrian movements for exiting or entering vehicles. Utilities in the area, such as stormwater drains and water or gas lines, need to be identified to avoid conflicts that could interfere with crosswalks and pedestrian ramps. The design of pedestrian ramps must comply with ADA requirements, including specifications for width, slope, and surface, ensuring accessibility for all users. These potential constraints were considered in our review of each location.
Lighting
Street lighting at crosswalks plays a significant role in ensuring pedestrian visibility. The locations of existing streetlights were documented during the site visit. However, a detailed photometric study measuring the amount of lighting/illumination provided by the streetlights was not conducted.
Vehicle Volume
Vehicle traffic volumes, often measured in Average Daily Traffic (ADT), significantly influence the selection of treatments to accompany a crosswalk installation Based on traffic count data collected at each intersection, an average daily volume along Coldwater Cañon Drive is estimated between 15,000 to 16,000 ADT. This metric is considered when selecting the recommended treatments to accompany the crosswalk installation at locations deemed feasible. k
Coldwater Canyon Drive Crosswalk Feasibility Study
July 24, 2023
Additionally, the Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations (Federal Highway Administration (FHWA), 2018) was utilized to identify suitable treatments and potential crossing enhancements where design requirements were met.
Table 1 presents a summary of key observations made at each studied location during the field visit, feasibility of a crosswalk being installed, and the recommended measures for pedestrian safety enhancements if the City decides to construct the crosswalk. From the FHWA publication, Guide for Improving Pedestrian Safety at Uncontrolled Crossing Locations1, the following safety enhancements are recommended based on the factors discussed in this study.
High Visibility Crosswalk Markings
High visibility crosswalk markings are generally used to enhance the visibility of pedestrian crossing areas, making them more noticeable to approaching drivers. They are particularly beneficial at uncontrolled crossing locations, where drivers might not expect to encounter crossing pedestrians. High visibility crosswalk markings can take various forms, including ladder, zebra, and continental styles. This crosswalk enhancement is recommended for all roadway configurations.
In-Street Pedestrian Crossing Sign
Pedestrian crossing signs, particularly when used in conjunction with refuge islands, can enhance driver awareness of the uncontrolled crossing locations. These signs are placed in the middle of the road at a crossing, providing a clear indication to drivers that they are approaching a pedestrian crossing. This combination can be particularly effective on 2-lane or 3-lane roads with speed limits of 30 mph or less. This treatment is applicable to locations with or without a median refuge.
Curb Extension
Curb extensions, also known as "bulbouts", are beneficial as they extend the sidewalk or curb line into the street or parking lane, thereby reducing the street width. This design improvement enhances sight distance between drivers and pedestrians, making pedestrians more visible and shortening their crossing distance. Curb extensions are particularly useful at uncontrolled pedestrian crossings, especially where parking lanes exist. However, it's important to ensure that curb extensions do not extend into paths of travel for bicyclists. In the absence of on-street parking or bike lanes, this improvement is applicable for all locations considered for crosswalk installation.
1 https://highways.dot.gov/safety/pedestrian-bicyclist/step/resources Coldwater Canyon Drive Crosswalk Feasibility Study
July 24, 2023
Pedestrian Refuge Island
Pedestrian refuge islands are beneficial in enhancing pedestrian safety at uncontrolled crossing locations. They provide a protected space in the middle of the roadway for pedestrians to pause if they can't cross the entire street at once. This reduces the crossing distance exposed to moving traffic and allows pedestrians to handle one direction of vehicle travel at a time. Furthermore, they can improve visibility between pedestrians and motorists, making crossings more comfortable for pedestrians. The existing left-turn pockets at intersections or striped median between the north and southbound through lanes are potential locations for this treatment.
Rectangular Rapid-Flashing Beacon (RRFB)
Rectangular Rapid Flashing Beacons (RRFBs) are beneficial in enhancing pedestrian safety at uncontrolled crossing locations. They use high intensity flashing lights to alert drivers when a pedestrian is crossing. RRFBs increase driver yield rates as they draw attention to the pedestrian crossing, particularly in situations where the crossing might not be expected. They are applicable at mid-block crosswalks and can be solar powered or hard wired. This improvement is applicable for all considered crossing locations.
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Coldwater Canyon Drive Crosswalk Feasibility Study
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Potential Crosswalk
Location Key Observations
Existing
Adjacent
Streetlight
Sufficient
Sight Distance Crosswalk Feasibility Recommended Treatments Monte Cielo Drive
No sidewalk on Coldwater Cañon Drive
north of intersection.
Driveway, drainage, and fire hydrant
conflicts on east side of Coldwater Cañon
Drive.
Yes Yes
Potential crosswalk
south of intersection
High visibility crosswalk markings
In-street pedestrian crossing sign
Curb extensions
Pedestrian refuge island
Rectangular rapid-flashing beacon (RRFB) on
overhead signal
Lago Vista Drive
Fire hydrant conflict at the northwest
corner of intersection.
While sight distance requirements could
be achieved with bulbouts, there is
reduced sight distance in comparison to
other locations due to curvature of
Coldwater Cañon Drive to the north and
trees in parkway to the south.
Yes Yes Not feasible N/A
Lindacrest Drive
No residential driveways at or near
intersection.
The existing striped center median may
be considered for repurposing as a
pedestrian refuge island.
Existing tree at southeast corner of
intersection may need relocation or
removal for construction of a pedestrian
ramp and crosswalk enhancements.
Yes Yes
Potential crosswalk on
south leg
High visibility crosswalk markings
In-street pedestrian crossing sign
Curb extensions
Pedestrian refuge island
Rectangular rapid-flashing beacon (RRFB)
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Coldwater Canyon Drive Crosswalk Feasibility Study
July 24, 2023
Potential Crosswalk
Location Key Observations
Existing
Adjacent
Streetlight
Sufficient
Sight Distance Crosswalk Feasibility Recommended Treatments Cabrillo Drive
Trees in parkway are in lower density
compared to other studied locations,
leading to improved sight lines.
Existing northbound left-turn pocket may
be considered for removal and
repurposing as pedestrian refuge island.
Yes Yes
Potential crosswalk on
south leg; however, not
recommended due to
proximity of nearby
crossings
N/A
(Note: Figure 4 shows potential treatments if
other crossing locations are deemed
undesirable.)
Loma Linda Drive
Driveway and storm drain conflicts on the
east side will likely lead to skewed
crosswalk design. Trees in parkway may
require removal to construct pedestrian
ramp.
Utility conflict at southwest corner of
intersection.
Grade difference to the west may lead to
challenges in constructability of
pedestrian ramps.
Crosswalk may need to be skewed to
avoid existing driveway and streetlight
pole on the east side of Coldwater Cañon
Drive.
Yes Yes
Potential crosswalk on
south leg
High visibility crosswalk markings
In-street pedestrian crossing sign
Curb extension
Pedestrian refuge island
Rectangular rapid-flashing beacon (RRFB)
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Coldwater Canyon Drive Crosswalk Feasibility Study
July 24, 2023
CONCLUSIONS
The crosswalk feasibility study was conducted based on existing roadway conditions along Coldwater Cañon Drive including lane configurations, posted speed limits, traffic volumes, available sight distance at each intersection, utility and driveway conflicts, and an inventory of streetlight locations. While four of the fived studied locations are viable for the installation of a pedestrian crossing, three locations are recommended for further consideration:
• Coldwater Cañon Drive south of Monte Cielo Drive
• Coldwater Cañon Drive & Lindacrest Drive
• Coldwater Cañon Drive & Loma Linda Drive
Each location has its own constraints, and opportunities for enhancements for consideration as documented in the table above. The recommendation to explore these locations in further detail is based on an evaluation of existing conditions. If locations are selected for further consideration, detailed design plans are recommended including photometrics study, vehicle turning analysis, design of median island and curb extensions, pedestrian ramps, and the associated signing and striping.
k
Monte Cielo Drive at
Coldwater Canyon Drive
Figure 1
1:40
CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL
DETAILED ANALYSIS AND ENGINEERING DESIGN REQUIRED.
Monte Cielo Drive
Coldwater Canyon Drive
Ex. Tree to be
removed/relocated
Proposed Curb
Extensions/Bulbout
Proposed Curb
Extensions/Bulbout
Proposed High
Visibility Crosswalk
Markings
Existing striped median to
be re-purposed as
Pedestrian Refuge Island
Ex. Streetlight
Ex. Streetlight
RRFB on
overhead
signal arm
RRFB on
overhead
signal arm
Ex. Tree to be
removed/relocated
Jul 20, 2023 CADD FILE: W:\Los Angeles N Drive\Jobs\Active\2700s\2772.13_BH As Needed On-Call 2022-23\CAD\PS&E\2772.1 J_Coldwater Canyon Exhibits.dwg 111
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Lago Vista Drive at
Coldwater Canyon Drive
1:40
CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL
DETAILED ANALYSIS AND ENGINEERING DESIGN REQUIRED.
Lago Vista Drive Coldwater Canyon Drive
Figure 2
Existing Streetlight
Existing Fire
Hydrant conflict
Reduced Sight
Distance
Jun 19, 2023 CADD FILE: W:\Los Angeles N Drive\Jobs\Active\2700s\2772.13_8H As Needed On-Call 2022-23\CAD\PS&E\2772.13_Coldwater Conyon Exhibits.dwg .,
0 0
5 Lindacrest Drive at
Coldwater Canyon Drive
1:40
CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL
DETAILED ANALYSIS AND ENGINEERING DESIGN REQUIRED.
Lindacrest Drive
Coldwater Canyon Drive
Figure 3
Existing striped median
to be re-purposed as
Pedestrian Refuge Island
Proposed Curb
Extensions/Bulbout
Ex. Streetlight
Ex. Streetlight
Proposed High
Visibility Crosswalk
Markings
Proposed Curb
Extensions/Bulbout
Ex. Tree to be
removed/relocated &-------- ?y
0 5
Cabrillo Drive at
Coldwater Canyon Drive
1:40
CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL
DETAILED ANALYSIS AND ENGINEERING DESIGN REQUIRED.
Cabrillo Drive Coldwater Canyon Drive
Figure 4
Existing left-turn pocket
to be re-purposed as
Pedestrian Refuge Island
Proposed High
Visibility Crosswalk
Markings
Proposed Curb
Extensions/Bulbout Ex. Streetlight
Proposed Curb
Extensions/Bulbout Ex. Streetlight
Existing fire hydrant conflict
I
&-------
Loma Linda Drive at
Coldwater Canyon Drive
1:40
CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL
DETAILED ANALYSIS AND ENGINEERING DESIGN REQUIRED.
Loma Linda Drive Coldwater Canyon Drive
Figure 5
Existing
storm drain
Ex. Streetlight Existing driveways
conflict with curb
extension enhancement
Steep grade may
require retaining
wall/curb
Ex. Tree to be
removed/relocated
Proposed High
Visibility Crosswalk
Markings
Proposed Curb
Extensions/Bulbout
Existing left-turn pocket
to be re-purposed as
Pedestrian Refuge Island
I
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Attachment 2
Memorandum
Date: October 25, 2024
To: Jessie Holzer Carpenter, City of Beverly Hills
From: Sebastian Silva and Sarah Brandenberg, Fehr & Peers Subject: Coldwater Cañon Drive Warrant Analysis
LA-2772.13
Fehr & Peers has conducted warrant analyses for five intersections along Coldwater Cañon Drive.
Coldwater Cañon Drive is a two-lane roadway with one travel lane in each direction and a posted speed limit of 30 MPH. A double yellow centerline separates the northbound and southbound travel lanes and multiple residential parcels have direct access along the roadway. Within the City of Beverly Hills, Coldwater Cañon Drive has five intersections between Monte Cielo Drive and Loma Linda Drive that have stop signs on the side-street approaches serving the adjacent neighborhoods and left-turn pockets on Coldwater Cañon Drive.
The following intersections were included in the traffic warrant analyses:
• Coldwater Cañon Drive & Loma Linda Drive
• Coldwater Cañon Drive & Cabrillo Drive
• Coldwater Cañon Drive & Lindacrest Drive
• Coldwater Cañon Drive & Lago Vista Drive
• Coldwater Cañon Drive & Monte Cielo Drive
The purpose of this study is to determine if new traffic control devices are warranted at any of the five study intersections. The installation of a traffic signal, all-way stop control, or a pedestrian hybrid beacon was considered. The warrant analyses were completed per guidelines set forth in the California Manual on Uniform Traffic Control Devices1 (CA MUTCD). Traffic count data 1 The California Manual on Uniform Traffic Control Devices (CA MUTCD) is published by the California Department of Transportation (Caltrans). The latest edition of the 2014 CA MUTCD was effective on January 11, 2024, and is referred to as Revision 8. The CA MUTCD provides uniform standards and specifications for all official traffic control devices in California.
FEHR # PEERS
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collected on August 21, 2024, from 7:00 AM to 10:00 AM, 11:00 AM to 1:00 PM, and 3:00 PM to 6:00 PM (9 hours total) was used to inform the analyses conducted.
CA MUTCD Warrants and Guidance
The CA MUTCD has warrants that should be considered when deciding to install a traffic signal or all-way stop control and offers guidance on the installation of pedestrian hybrid beacons.
To conduct the signal warrant analyses, the CA MUTCD has nine signal warrants that should be considered. A brief overview of each signal warrant is provided below. • Warrant 1, Eight Hour Vehicular Volume primarily evaluates traffic volumes across an eight-hour period to determine whether a signal may be necessitated by traffic volumes alone.
• Warrant 2, Four Hour Vehicular Volume primarily evaluates traffic volumes across a 4- hour period to evaluate whether the intersection volumes during a 4-hour peak period time frame may require a signal.
• Warrant 3, Peak Hour utilizes traffic volumes at the highest volume hour (peak hour) to evaluate if a signalized intersection is necessary for that specific hour. • Warrant 4, Pedestrian Volume utilizes pedestrian volumes and vehicular volumes to determine whether vehicular volumes excessively delay pedestrian crossings, requiring a signal for safe, frequent pedestrian crossings.
• Warrant 5, School Crossing utilizes student pedestrian crossing counts and vehicular volumes to determine whether the volume of vehicles provides a significant impact on school crossing volumes, warranting a signal.
• Warrant 6, Coordinated Signal System evaluates the surrounding coordinated signal system (if one is present) to determine whether a signal is required based on maintaining proper vehicular platooning with the additional signal. • Warrant 7, Crash Experience utilizes crash history to determine whether a signal may be necessary as a safety measure.
• Warrant 8, Roadway Network evaluates the intersection roadways’ significance to the larger surrounding roadway network, determining the need for a signal to increase coordination and organization of traffic in the network. • Warrant 9, Intersection Near a Grade Crossing evaluates whether a stop or yieldcontrolled grade crossing may require a signal upgrade.
The all-way stop control warrant in the CA MUTCD considers the following primary factors:
• Volumes – The combined vehicle, pedestrian, and vehicular volume entering the intersection from the side-street must be at least 200 units per hour over an eight-hour period to meet the warrant. The major street volume must be at least 300 vehicles per hour for eight hours.
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• Safety – Five or more reported crashes over a 12-month period that have the potential to be corrected by a stop sign (e.g., right- and left-turn collisions) are required to meet the warrant.
Chapter 4F of the CA MUTCD contains guidance on the installation of pedestrian hybrid beacons.
A pedestrian hybrid beacon is used to assist pedestrians crossing a street by warning and controlling traffic at an unsignalized location. A pedestrian hybrid beacon can be considered when an intersection does not meet the traffic signal warrants. The CA MUTCD does not have warrants that indicate if a location is appropriate for a pedestrian hybrid beacon, rather the CA MUTCD offers guidance for considering the installation of a pedestrian hybrid beacon. The CA MUTCD guidance considers the following primary factors for locations that do not meet the traffic signal warrants:
• Roadway Characteristics – If minimal gaps in traffic are available to allow pedestrians to cross, vehicle speeds are high, or pedestrian delay is excessive, a pedestrian hybrid beacon should be considered on the basis of an engineering study. • Volumes - For roadways with a posted speed limit of 35 mph or less, if the traffic volume on the major street and number of pedestrians crossing the major street during the peak hour meets the volume thresholds illustrated in curve in Figure 4F-1 for the length of the crosswalk then a pedestrian hybrid beacon should be considered.
The nine signal warrants and stop sign warrant were evaluated for all five intersections, and the pedestrian hybrid beacon guidelines were considered at Loma Linda Drive and Lindacrest Drive.
The findings are presented below by intersection.
Coldwater Cañon Drive & Loma Linda Drive
Existing Conditions
Loma Linda Drive is an east-west roadway that functions as a residential street. The existing road configuration on Coldwater Cañon Drive includes one general purpose lane approaching the intersection from each direction, and a northbound left turn lane. On Loma Linda Drive, the road consists of one general purpose lane in each direction. Loma Linda Drive serves the neighborhood to the west, terminating at a one-way stop (eastbound) at Coldwater Cañon Drive, though there are two private driveways located across from Loma Linda Drive. The 85th percentile speed collected along Coldwater Cañon Drive was measured at 33 MPH on August 21, 2024.
Based on traffic volumes collected over a nine-hour period, the AM and PM peak hours were at 8:15 AM to 9:15 AM and 6:00 PM to 7:00 PM, respectively. The total number of vehicles traveling through the intersection in the AM Peak hour was 1,391 vehicles per hour while PM Peak volume was 1,456 vehicles per hour with the vast majority of vehicular traffic running along Coldwater Cañon Drive. Pedestrian and bicycle counts collected at the intersection were minimal, with a total City of Beverly Hills
10/25/2024
of 13 pedestrians walking through the intersection throughout the nine-hour data collection period and 5 pedestrians during the PM peak hour.
The detailed intersection turning movement counts and signal warrant analysis worksheets are contained in Appendix A.
Signal Warrant Analysis
Per the CA MUTCD, nine signal warrant analyses were conducted for the Coldwater Cañon Drive/ Loma Linda Drive intersection. A summary of each warrant analysis is displayed in Table 1 and described below.
Table 1 - Signal Warrant Analysis Summary for Loma Linda Drive Intersection Coldwater Cañon Drive/
Loma Linda Drive
WARRANT SATISFIED
Warrant 1 – Eight Hour Vehicular Volume No
Warrant 2 – Four Hour Vehicular Volume No
Warrant 3 – Peak Hour No
Warrant 4 – Pedestrian Volume No
Warrant 5 – School Crossing No
Warrant 6 – Coordinated Signal System No
Warrant 7 – Crash Experience Warrant No
Warrant 8 – Roadway Network No
Warrant 9 – Intersection Near Grade Crossing No
Warrant is almost satisfied under existing conditions
Warrant cannot be satisfied
Warrant is not applicable
Warrant 1, Eight-Hour Vehicular Volume:
The intersection does not satisfy Warrant 1 because as shown in Appendix A - Worksheet 1, volumes on Coldwater Cañon Drive and Loma Linda Drive are not high enough to satisfy Condition A or Condition B or a combination of Condition A and B, for any eight hours.
It should be noted that while the traffic volumes on Coldwater Cañon Drive exceed the minimum requirements for both Condition A and B for all eight hours, approaches on Loma Linda Drive are far below the minimum requirement for all eight hours. The approach volume on Loma Linda Drive ranges from two to 16 vehicles per hour, which is far below is minimum volume of 150 vehicles per hour required to meet the signal warrant.
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Warrant 2, Four-Hour Vehicular Volume:
The intersection does not satisfy Warrant 2 because as shown in Appendix A - Worksheet 2, Figure 4C-1, volumes on Coldwater Cañon Drive and Loma Linda Drive are not high enough during any four hours to warrant a traffic signal. The minimum side-street volume is 80 vehicles per hour for a roadway with the characteristics of Coldwater Cañon Drive Warrant 3, Peak Hour:
The intersection does not satisfy Warrant 3 because as shown in Appendix A - Worksheet 2, Figure 4C-3, peak hour volumes are not high enough to satisfy Part A or Part B. During the peak hour, three vehicles approach the intersection on Loma Linda Drive and a minimum volume of 100 vehicles per hour is required to meet the warrant.
Warrant 4, Pedestrian Volume:
The intersection does not satisfy Warrant 4 because as shown on Appendix A – Worksheet 3, Figure 4C-5 and Figure 4C-7, pedestrian volumes during the four-hour and one-hour periods are not high enough to warrant a traffic signal. The pedestrian volume ranges from zero to five pedestrians per hour. To satisfy this signal warrant, pedestrian volumes would need to increase to 107 pedestrians during the peak hour.
Warrant 5, School Crossing:
This warrant is not applicable since the intersection does not serve as a school crossing. For school crossings, a minimum of 20 school children crossing during the highest crossing hour need to occur to satisfy this warrant.
Warrant 6, Coordinated Signal System:
Warrant 6 is not met because there are no traffic signals within 1,000 feet of the intersection.
Warrant 7, Crash Experience:
This intersection does not meet Warrant 7 because it does not satisfy 80% of Warrant 1A, Warrant 1B, or Warrant 4. To satisfy this warrant, a minimum of five collisions within a 12-month period need to have occurred at the intersection. Based on data collected between January 2020 and September 2024, no collisions have occurred at this intersection.
Warrant 8, Roadway Network:
Warrant 8 is not met because Warrants 1, 2, and 3 are not satisfied and two or more major routes do not intersect at this intersection.
Warrant 9, Intersection Near a Grade Crossing:
Warrant 9 is not applicable because the intersection is not near a grade crossing.
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Stop Sign Warrant Analysis
Since this intersection only has a stop sign on the minor street approach, the intersection was evaluated for a multi-way stop application. Despite meeting minimum vehicular volume requirements on Coldwater Cañon Drive, the combined vehicle, pedestrian, and bicycle volume entering the intersection from Loma Linda Drive is far below the required 200 units per hour for an eight-hour period. In addition, no collisions have been reported at this intersection based on data collected since 2020. Therefore, a multi-way stop is not warranted.
Pedestrian Hybrid Beacon Analysis
The posted speed limit on Coldwater Cañon Drive is 30 MPH and speed data collected in August 2024 indicated an 85th percentile speed of 32 MPH in the northbound direction and 36 MPH in the southbound direction (33 MPH for both directions when combined). A crosswalk on Coldwater Cañon Drive would be approximately 40-feet in length (if measured from curb-tocurb). Based on Figure 4F-1 in the CA MUTCD, a minimum of 20 pedestrians per hour is the lower threshold volume for considering a pedestrian hybrid beacon for a 40-foot crosswalk. At the Loma Linda Drive intersection, 13 pedestrians were observed during the nine-hour data collection period. All of these pedestrians were walking along Coldwater Cañon Drive, and none crossed Coldwater Cañon Drive. Therefore, the minimum pedestrian volume for the installation of a pedestrian hybrid beacon is not met.
Coldwater Cañon Drive & Cabrillo Drive
Existing Conditions
Cabrillo Drive is an east-west residential street with its eastern terminus at a one-way stop (eastbound) at Coldwater Cañon Drive. The existing road configuration on Coldwater Cañon Drive includes one general purpose lane approaching from each direction, and a northbound left turn lane at the intersection.
The AM and PM peak hours occurred from 8:15 to 9:15 AM and 6:00 to 7:00 PM, respectively. The total AM peak hour volume was 1,391 vehicles while the PM peak hour volume was 1,456 vehicles with the vast majority of vehicular traffic running along Coldwater Cañon Drive. Pedestrian and bicycle counts collected at the intersection were minimal, with a total of 15 pedestrians traveling through the intersection throughout the data collection period and four pedestrians entering the intersection during the PM peak hour.
The detailed intersection turning movement counts and signal warrant analysis worksheets are contained in Appendix B.
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Signal Warrant Analysis
Per the CA MUTCD, nine signal warrant analyses were conducted for the Coldwater Cañon Drive/ Cabrillo Drive intersection. A summary of each warrant analysis is displayed in Table 2 and described below.
Table 2 - Signal Warrant Analysis Summary for Cabrillo Drive Intersection Coldwater Cañon Drive/
Cabrillo Drive
WARRANT SATISFIED
Warrant 1 – Eight Hour Vehicular Volume No
Warrant 2 – Four Hour Vehicular Volume No
Warrant 3 – Peak Hour No
Warrant 4 – Pedestrian Volume No
Warrant 5 – School Crossing No
Warrant 6 – Coordinated Signal System No
Warrant 7 – Crash Experience Warrant No
Warrant 8 – Roadway Network No
Warrant 9 – Intersection Near Grade Crossing No
Warrant is almost satisfied under existing conditions
Warrant cannot be satisfied
Warrant is not applicable
Warrant 1, Eight-Hour Vehicular Volume:
The intersection does not satisfy Warrant 1 because as shown in Appendix B - Worksheet 1, volumes on Cabrillo Drive are not high enough to satisfy Condition A or Condition B or a combination of Condition A and B, for any eight hours. While traffic volumes on Coldwater Cañon Drive exceed the minimum requirements for both condition A and B for all eight hours, the traffic volumes on Cabrillo Drive are far below the minimum requirement. The approach volume on Cabrillo Drive ranges from zero to four vehicles per hour, which is far below is minimum volume of 150 vehicles per hour required to meet the signal warrant.
Warrant 2, Four-Hour Vehicular Volume:
The intersection does not satisfy Warrant 2 because as shown in Appendix B - Worksheet 2, Figure 4C-1, volumes on Coldwater Cañon Drive and Cabrillo Drive are not high enough during any four hours to warrant a traffic signal. The minimum side-street volume is 80 vehicles per hour for a roadway with the characteristics of Coldwater Cañon Drive.
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Warrant 3, Peak Hour:
The intersection does not satisfy Warrant 3 because as shown in Appendix B - Worksheet 2, Figure 4C-3, the peak hour volumes are not high enough to satisfy Part A or Part B. There were no vehicles turning from Cabrillo Drive to Coldwater Cañon Drive during the PM peak hour.
Warrant 4, Pedestrian Volume:
The intersection does not satisfy Warrant 4 because as shown on Appendix B – Worksheet 3, Figure 4C-5 and Figure 4C-7, pedestrian peak hour volumes during the one-hour period are not high enough to warrant a traffic signal. The pedestrian volume ranges from zero to four pedestrians per hour. To satisfy this signal warrant, a minimum of 107 pedestrians per hour are required to meet the warrant.
Warrant 5, School Crossing:
This warrant is not applicable since the intersection does not serve as a school crossing.
Warrant 6, Coordinated Signal System:
Warrant 6 is not applicable because there are no traffic signals within 1,000 feet of the intersection.
Warrant 7, Crash Experience:
This intersection does not satisfy Warrant 7 because it does not satisfy 80% of Warrant 1A, Warrant 1B, or Warrant 4. In addition, no collisions were reported at this intersection based on data collected from January 2020 to September 2024.
Warrant 8, Roadway Network:
Warrant 8 is not applicable because two or more major routes do not intersect at this intersection.
Warrant 9, Intersection Near a Grade Crossing:
Warrant 9 is not applicable because the intersection is not near a grade crossing.
Stop Sign Warrant Analysis
Despite meeting minimum vehicular volume requirements on Coldwater Cañon Drive, the combined vehicle, pedestrian, and bicycle volume entering the intersection from Cabrillo Drive is far below the required 200 units per hour for an eight-hour period. In addition, only one collision was reported at this intersection based on data collected between January 2020 and September 2024. Therefore, a multi-way stop is not warranted.
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Coldwater Cañon Drive & Lindacrest Drive
Existing Conditions
Lindacrest Drive is an east-west, residential street with its western terminus at a one-way stop (westbound) at Coldwater Cañon Drive. The existing road configuration on Coldwater Cañon Drive is one general purpose lane approaching from each direction, and a southbound left turn lane at the intersection.
The AM and PM peak hours were from 9:00 AM to 10:00 AM and from 6:00 PM to 7:00 PM, respectively. The total AM peak hour volume was 1,384 vehicles per hour while the PM peak hour volume was 1,485 vehicles per hour with the vast majority of vehicular traffic on Coldwater Cañon Drive. Pedestrian and bicycle counts collected at the intersection were minimal, with a total of seven pedestrians entering the intersection throughout the data collection period, no pedestrians entering the intersection during the AM peak hour, and two pedestrians entering the intersection during the PM peak hour.
The detailed intersection turning movement counts and signal warrant analysis worksheets are contained in Appendix C.
Signal Warrant Analysis
The nine signal warrant analyses were conducted for the Coldwater Cañon Drive/ Lindacrest Drive intersection. A summary of each warrant analysis is displayed in Table 3 and described below.
Table 3 - Signal Warrant Analysis Summary for Lindacrest Drive Intersection Coldwater Cañon Drive/
Lindacrest Drive
WARRANT SATISFIED
Warrant 1 – Eight Hour Vehicular Volume No
Warrant 2 – Four Hour Vehicular Volume No
Warrant 3 – Peak Hour No
Warrant 4 – Pedestrian Volume No
Warrant 5 – School Crossing No
Warrant 6 – Coordinated Signal System No
Warrant 7 – Crash Experience Warrant No
Warrant 8 – Roadway Network No
Warrant 9 – Intersection Near Grade Crossing No
Warrant is almost satisfied under existing conditions
Warrant cannot be satisfied
Warrant is not applicable
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Warrant 1, Eight-Hour Vehicular Volume:
The intersection does not satisfy Warrant 1 because as shown in Appendix C - Worksheet 1, traffic volumes on Lindacrest Drive are not high enough to satisfy Condition A or Condition B or a combination of Condition A and B, for any eight hours.
The traffic volumes on Lindacrest Drive are below the minimum requirement for all eight hours to meet the minimum volume under Condition A. The approach volume on Lindacrest Drive ranges from 12 to 60 vehicles per hour, which is far below is minimum volume of 150 vehicles per hour required to meet the signal warrant under Condition A.
Condition B was 80% satisfied solely at 3:00 PM. For Condition B, the minimum volume to satisfy the 80% volume is 60 vehicles per hour and the side-street volume was 60 vehicles for this one hour in the afternoon. Meeting the 80% volume for one hour does not satisfy this warrant.
Warrant 2, Four-Hour Vehicular Volume:
The intersection does not satisfy Warrant 2 because as shown in Appendix C - Worksheet 2, Figure 4C-1, volumes on Coldwater Cañon Drive and Lindacrest Drive are not high enough during any four hours to warrant a traffic signal.
Warrant 3, Peak Hour:
The intersection does not satisfy Warrant 3 because as shown in Appendix C - Worksheet 2, Figure 4C-3, peak hour volumes at the intersection are not high enough to satisfy Part A or Part B.
During the PM peak hour, 16 vehicles turn from Lindacrest Drive onto Coldwater Cañon Drive which is below the 100 vehicles required to meet the signal warrant.
Warrant 4, Pedestrian Volume:
The intersection does not satisfy Warrant 4 because as shown on Appendix C – Worksheet 3, Figure 4C-5 and Figure 4C-7, pedestrian peak hour volumes are not high enough to warrant a traffic signal. The pedestrian volume ranges from zero to three pedestrians per hour.
Warrant 5, School Crossing:
This warrant is not applicable since the intersection does not serve as a school crossing.
Warrant 6, Coordinated Signal System:
Warrant 6 is not applicable because there are no traffic signals within 1,000 feet of the intersection.
City of Beverly Hills
10/25/2024
Warrant 7, Crash Experience:
This intersection does not satisfy Warrant 7 because it does not satisfy 80% of Warrant 1A or Warrant 1B for all 8 hours analyzed. Additionally, the intersection does not satisfy Warrant 4.
Based on data collected since 2020, three collisions have occurred at this location. Two of those collisions occurred over a 12-month period which is below the five collisions over a 12-month period required to meet this warrant.
Warrant 8, Roadway Network:
Warrant 8 is not applicable because two or more major routes do not intersect at this intersection.
Warrant 9, Intersection Near a Grade Crossing:
Warrant 9 is not applicable because the intersection is not near a grade crossing.
Stop Sign Warrant Analysis
Despite meeting minimum vehicular volume requirements on Coldwater Cañon Drive, the combined vehicle, pedestrian, and bicycle volume entering the intersection from Lindacrest Drive is far below the required 200 units per hour for an eight-hour period. In addition, two collisions have been reported at this intersection over a 12-month period based on data collected since 2020 which is below the five collisions over a 12-month required to meet the threshold. Therefore, a multi-way stop is not warranted.
Pedestrian Hybrid Beacon Analysis
The posted speed limit on Coldwater Cañon Drive is 30 MPH and speed data collected in August 2024 indicated an 85th percentile speed of 32 MPH in the northbound direction and 36 MPH in the southbound direction (33 MPH for both directions when combined). Based on Figure 4F-1 in the CA MUTCD, a minimum of 20 pedestrians per hour is the lower threshold volume for considering a pedestrian hybrid beacon for a 40-foot crosswalk. At the Lindacrest Drive intersection, seven pedestrians were observed during the nine-hour data collection period. All of these pedestrians were walking along Coldwater Cañon Drive, and none crossed Coldwater Cañon Drive. Therefore, the minimum pedestrian volume for the installation of a pedestrian hybrid beacon is not met.
Coldwater Cañon Drive & Lago Vista Drive
Existing Conditions
Lago Vista Drive is an east-west roadway that primarily functions as a residential street. The existing road configuration on Coldwater Cañon Drive includes one general purpose lane approaching from each direction, and a northbound left turn lane at the intersection. Lago Vista City of Beverly Hills
10/25/2024
Drive extends to the west and terminates at a one-way stop (eastbound) at Coldwater Cañon Drive.
The AM and PM peak hours were from 8:00 AM – 9:00 AM and 6:00 PM to 7:00 PM, respectively.
AM peak hour volume was 1,355 vehicles per hour while the PM peak hour volume was 1,459 vehicles per hour. Pedestrian and bicycle counts collected at the intersection were minimal, with a total of 14 pedestrians entering the intersection throughout the data collection period and 2 pedestrians entering the intersection during the PM peak hour.
The detailed intersection turning movement counts and signal warrant analysis worksheets are contained in Appendix D.
Signal Warrant Analysis
Per the CA MUTCD, nine signal warrant analyses were conducted for the Coldwater Cañon Drive/ Lago Vista Drive intersection. A summary of each warrant analysis is displayed in Table 4 and described below.
Table 4 - Signal Warrant Analysis Summary for Lago Vista Drive Intersection Coldwater Cañon Drive/
Lago Vista Drive
WARRANT SATISFIED
Warrant 1 – Eight Hour Vehicular Volume No
Warrant 2 – Four Hour Vehicular Volume No
Warrant 3 – Peak Hour No
Warrant 4 – Pedestrian Volume No
Warrant 5 – School Crossing No
Warrant 6 – Coordinated Signal System No
Warrant 7 – Crash Experience Warrant No
Warrant 8 – Roadway Network No
Warrant 9 – Intersection Near Grade Crossing No
Warrant is almost satisfied under existing conditions
Warrant cannot be satisfied
Warrant is not applicable
Warrant 1, Eight-Hour Vehicular Volume:
The intersection does not satisfy Warrant 1 because as shown in Attachment D - Worksheet 1, traffic volumes on Lago Vista Drive are not high enough to satisfy Condition A or Condition B or a combination of Condition A and B, for any eight hours. While Coldwater Cañon Drive exceeds the minimum requirements for both condition A and B for all eight hours, Lago Vista Drive is below the minimum volume requirement for all eight hours. The approach volume Lago Vista Drive City of Beverly Hills
10/25/2024
ranges from three to 14 vehicles per hour, which is far below is minimum volume of 150 vehicles per hour required to meet the signal warrant.
Warrant 2, Four-Hour Vehicular Volume:
The intersection does not satisfy Warrant 2 because as shown in Appendix D - Worksheet 2, Figure 4C-1, volumes on Coldwater Cañon Drive and Lago Vista Drive are not high enough during any four hours to warrant a traffic signal.
Warrant 3, Peak Hour:
The intersection does not satisfy Warrant 3 because as shown in Appendix D - Worksheet 2, Figure 4C-3, peak hour volumes at the intersection are not high enough to satisfy Part A or Part B.
During the PM peak hour, only three vehicles are turning from Lago Vista Drive onto Coldwater Cañon Drive and 100 vehicles are required to meet this warrant.
Warrant 4, Pedestrian Volume:
The intersection does not satisfy Warrant 4 because as shown on Appendix D – Worksheet 3, Figure 4C-5 and Figure 4C-7, pedestrian volumes are not high enough to warrant a traffic signal.
The pedestrian volume ranges from zero to five pedestrians per hour.
Warrant 5, School Crossing:
This warrant is not applicable since the intersection does not serve as a school crossing.
Warrant 6, Coordinated Signal System:
Warrant 6 is not applicable because there are no traffic signals within 1,000 feet of the intersection.
Warrant 7, Crash Experience:
This intersection does not satisfy Warrant 7 because it does not satisfy 80% of Warrant 1A, Warrant 1B, or Warrant 4 over an eight-hour period. Based on data collected between January 2020 and September 2024, no collisions have occurred at this intersection.
Warrant 8, Roadway Network:
Warrant 8 is not applicable because two or more major routes do not intersect at this intersection.
Warrant 9, Intersection Near a Grade Crossing:
Warrant 9 is not applicable because the intersection is not near a grade crossing.
City of Beverly Hills
10/25/2024
Stop Sign Warrant Analysis
Despite meeting minimum vehicular volume requirements on Coldwater Cañon Drive, the combined vehicle, pedestrian, and bicycle volume entering the intersection from Lago Vista Drive is far below the required 200 units per hour for an eight-hour period. In addition, no collisions have been reported at this intersection based on data collected since 2020. Therefore, a multi-way stop is not warranted.
Coldwater Cañon Drive & Monte Cielo Drive
Existing Conditions
Monte Cielo Drive is an east-west roadway that functions as a residential street. The existing road configuration on Coldwater Cañon Drive includes one general purpose lane approaching from each direction, and a northbound left turn lane at the intersection. A private driveway is located across from Monte Cielo Drive on Coldwater Cañon Drive. Monte Cielo Drive runs to the west terminating at a one-way stop (eastbound) at Coldwater Cañon Drive.
The AM and PM peak hours occurred from 8:45 AM to 9:45 AM and 6:00 PM to 7:00 PM, respectively. AM peak hour volume was 1,339 vehicles per hour while the PM peak hour volume was 1,454 vehicles per hour. Pedestrian and bicycle counts collected at the intersection were minimal, with a total of 13 pedestrians entering the intersection throughout the data collection period and two pedestrians entering the intersection at both the AM and PM peak hours.
The detailed intersection turning movement counts and signal warrant analysis worksheets are contained in Appendix E.
Signal Warrant Analysis
The nine signal warrant analyses were conducted for the Coldwater Cañon Drive/ Monte Cielo Drive intersection. A summary of each warrant analysis is displayed in Table 5 and described below.
Warrant 1, Eight-Hour Vehicular Volume:
The intersection does not satisfy Warrant 1 because as shown in Appendix E - Worksheet 1, volumes on Monte Cielo Drive are not high enough to satisfy Condition A or Condition B or a combination of Condition A and B, for any eight hours. While the traffic volumes on Coldwater Cañon Drive exceed the minimum volume requirements for both condition A and B for all eighthours, the volumes on Monte Cielo Drive are far below the minimum requirement. The approach volume on Monte Cielo Drive ranges from 4 to 17 vehicles per hour, which is far below is minimum volume of 150 vehicles per hour required to meet the signal warrant.
City of Beverly Hills
10/25/2024
Table 5 - Signal Warrant Analysis Summary for Monte Cielo Drive Intersection Coldwater Cañon Drive/
Monte Cielo Drive
WARRANT SATISFIED
Warrant 1 – Eight Hour Vehicular Volume No
Warrant 2 – Four Hour Vehicular Volume No
Warrant 3 – Peak Hour No
Warrant 4 – Pedestrian Volume No
Warrant 5 – School Crossing No
Warrant 6 – Coordinated Signal System No
Warrant 7 – Crash Experience Warrant No
Warrant 8 – Roadway Network No
Warrant 9 – Intersection Near Grade Crossing No
Warrant is almost satisfied under existing conditions
Warrant cannot be satisfied
Warrant is not applicable
Warrant 2, Four-Hour Vehicular Volume:
The intersection does not satisfy Warrant 2 because as shown in Appendix E - Worksheet 2, Figure 4C-1, volumes on Coldwater Cañon Drive and Monte Cielo Drive are not high enough during any four hours to warrant a traffic signal.
Warrant 3, Peak Hour:
The intersection does not satisfy Warrant 3 because as shown in Appendix E - Worksheet 2, Figure 4C-3, peak hour volumes at the intersection are not high enough to satisfy Part A or Part B.
During the PM peak hour, only 4 vehicles are turning from Monte Cielo Drive onto Coldwater Cañon Drive.
Warrant 4, Pedestrian Volume:
The intersection does not satisfy Warrant 4 because as shown on Appendix E – Worksheet 3, Figure 4C-5 and Figure 4C-7, pedestrian volumes are not high enough to warrant a traffic signal.
The pedestrian volume ranges from zero to six pedestrians per hour.
Warrant 5, School Crossing:
This warrant is not applicable since the intersection does not serve as a school crossing.
City of Beverly Hills
10/25/2024
Warrant 6, Coordinated Signal System:
Warrant 6 is not satisfied because this intersection is not over 1,000 feet from the nearest traffic signal at Heather Road (in the City of Los Angeles).
Warrant 7, Crash Experience:
This intersection does not satisfy Warrant 7 because it does not satisfy 80% of Warrant 1A, Warrant 1B, or Warrant 4. Based on data collected between January 2020 and September 2024, no collisions have occurred at this intersection.
Warrant 8, Roadway Network:
Warrant 8 is not applicable because two or more major routes do not intersect at this intersection.
Warrant 9, Intersection Near a Grade Crossing:
Warrant 9 is not applicable because the intersection is not near a grade crossing.
Stop Sign Warrant Analysis
Despite meeting minimum vehicular volume requirements on Coldwater Cañon Drive, the combined vehicle, pedestrian, and bicycle volume entering the intersection from Monte Cielo Drive is far below the required 200 units per hour for an eight-hour period. In addition, no collisions have been reported at this intersection based on data collected since 2020. Therefore, a multi-way stop is not warranted.
Conclusion
This study presents the CA MUTCD warrants that should be considered when deciding to install a traffic signal or all-way stop control and guidance on the installation of pedestrian hybrid beacons. Due to the low traffic volumes on the five side-streets approaching Coldwater Cañon Drive, none of the study locations meet the warrants for the installation of a traffic signal or allway stop control. In addition, since the two locations considered for a pedestrian hybrid beacon, Linda Crest Drive and Loma Linda Drive, did not have any pedestrians observed to cross Coldwater Cañon Drive during the nine-hour data collection period, these locations did not satisfy the minimum pedestrian volume based on CA MUTCD guidance.
City of Beverly Hills
10/25/2024
Appendix A – Coldwater Cañon
Drive & Loma Linda Drive
Warrants & Count Data
California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
8/21/2024
Coldwater Canyon Drive
Loma Linda Drive
SS 09/23/2024
1375
1375
9 9
1384
1384
2 2
1413
1413
11 11
1418
1418
10 10
1356
1356
16 16
1386
1386
13 13
1419
1419
1470
1470
4 4
3 3
8:00 AM
8:00 AM
9:00 AM
9:00 AM
11:00 AM
11:00 AM
12:00 PM
12:00 PM
3:00 PM
3:00 PM
4:00 PM
4:00 PM
5:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)
COUNT DATE
CALC DATE
DIST co RTE PM CHK DATE
Major St: Critical Approach Speed mph
Minor St: Critical Approach Speed mph
Speed limit or critical speed on major street traffic > 40 mph D } or
In built up area of isolated community of < 10,000 population D □
RURAL (R)
URBAN (U)
WARRANT 1-Eight Hour Vehicular Volume SATISFIED YES □ NO □ (Condition A or Condition B or combination of A and B must be satisfied) our
100% SATISFIED YES □ NO □
MINIMUM REQUIREMENTS □ 80% SATISFIED YES LJ NO
(80% SHOWN IN BRACKETS)
u R u R
APPROACH 1 2 or More I I I I H LANES -
Both Approaches 500 350 600 420
Major Street # (280) (480) (336)
Highest Approach 105 200 140
Minor Street 120 (84) (160) (112)
Condition A- Minimum Vehicle Volume
our
100% SATISFIED YES □ NO □
MINIMUM REQUIREMENTS □ 80% SATISFIED YES □ NO
(80% SHOWN IN BRACKETS)
u I R u R
APPROACH 1 2 or More Ill/Ill H LANES
Both Approaches CR 525 900 630
Major Street (420) (720) (504)
Highest Approach ( 53 100 70
Minor Street (42) (80) (56)
Condition B-Interruption of Continuous Traffic
Combination of Conditions A & B SATISFIED YES □ NO □
REQUIREMENT CONDITION V FULFILLED
A. MINIMUM VEHICULAR VOLUME
TWO CONDITIONS Yes LJ No L SATISFIED 80% AND,
B. INTERRUPTION OF CONTINUOUS TRAFFIC
AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED Yes D No 0
TO SOLVE THE TRAFFIC PROBLEMS
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
P
P
P
P
P
P
P
P
P
P
1470
3 3:00 PM
6:00 PM
4:00 PM
5:00 PM
6:00 PM
1356
16 1386
13 1419 1470
4 3
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) SATISFIED YES □ NO □
our 2 or Ill H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
WARRANT 2- Four Hour Vehicular Volume
Record hourly vehicular volumes for any four hours of an average day.
AII plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes □ No □ OR, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes □ No □ WARRANT 3-Peak Hour
(Part A or Part B must be satisfied)
PARTA
(All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15-minute periods)
SATISFIED YES □ NO □
SATISFIED YES O NO 0
1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane Yes D No LJ approach, or five vehicle-hours for a two-lane approach; AND
2. The volume on the same minor street approach (one direction only) equals or exceeds Yes D No L 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND ----------------------------------------------------------------
3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.
Yes D No D
PARTB SATISFIED YES O NO 0
2 or H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
our
The plotted point falls above the applicable curve in Figure 4C-3. (URBAN AREAS) Yes □ No □ QR, The plotted point falls above the applicable curve in Figure 4C-4. (RURAL AREAS) Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 857
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
1408
1372
1 1
1428
1399
1 0
1425
1425
4 4
1474
1474
5 5
8:15 AM
3:00 PM
12:00 PM
4:00 PM
5:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) WARRANT 4-Pedestrian Volume
(Parts 1 and 2 Must Be Satisfied)
SATISFIED YES □ NO □
A.
Part 1 (Parts A or B must be satisfied)
Hours ---> I
Vehicles per hour for
any 4 hours
Pedestrians per hour for
any 4 hours
Figure 4C-5 or Figure 4C-6
SATISFIED YES □ NO □
B.
Hours --->
Vehicles per hour for
any 1 hour
Figure 4C-7 or Figure 4C-8
SATISFIED YES □ NO □
Pedestrians per hour for
any 1 hour
Part 2 SATISFIED YES □ NO □
AND, The distance to the nearest traffic signal along the major street is greater Yes D No LJ than 300 ft OR. The proposed traffic signal will not restrict progressive traffic flow along the major street. Yes D No LJ
YES EJ NO LJ
YES EJ NO LJ
SATISFIED YES □ NO □
SATISFIED YES □ NO □
r
ps < Minutes
AND Children > 20/hr
a
inutes and # of Children
Hou
Gaps Minutes Children Using Crossing
vs
Minutes Number of Adequate Gaps Ga
School Age Pedestrians Crossing Street / hr
WARRANT 5 - School Crossing
(Parts A and B Must Be Satisfied)
P:rt A
Gap/M
]AND, Consideration has been given to less restrictive remedial measures. [vesg ye_[ PartB SATISFIED YES □ NO □
The distance to the nearest traffic signal along the major street is greater Yes LI No LJ than300ft QR, The proposed signal will not restrict the progressive movement of traffic. Yes LJ No LJ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 858
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
3300 2150 - -
1474
P
P
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) WARRANT 6- Coordinated Signal System
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL
> 1000 ft N _ft, s __ ft, E __ ft, w __ ft Yes[J No[J
On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic control signals are so far apart that they do not provide the necessary degree of vehicular platooning. ---------------------------------- Yes LJ NoL] OR, On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation.
WARRANT 7-Crash Experience Warrant
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
Adequate trial of alternatives with satisfactory observance and enforcement has failed to Yes[] No[J reduce the crash frequency.
REQUIREMENTS Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury Yes EJ No[7 or damage exceeding the requirements for a reportable crash. ----------------- ---------------------------------
5OR MORE
REQUIREMENTS CONDITIONS V
Warrant 1, Condition AMinimum Vehicular Volume
ONE CONDITION OR, Warrant 1, Condition B- Yes LJ No[)
SATISFIED 80% Interruption of Continuous Traffic
OR, Warrant 4, Pedestrian Volume Condition
Ped Vol > 80% of Figure 4C-5 through Figure 4C-8
WARRANT 8-Roadway Network
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES V FULFILLED REQUIREMENTS During Typical Weekday Peak Hour Veh/Hr
and has 5-year projected traffic volumes that meet one or more 1000 Veh/Hr
of Warrants 1, 2, and 3 during an average weekday. �----------------------- >-- Yes[] NoL] OR
During Each of Any 5 Hrs. of a Sat. or Sun Veh/Hr
CHARACTERISTICS OF MAJOR ROUTES MAJOR MAJOR
ROUTE A ROUTE B
Hwy. System Serving as Principal Network for Through Traffic ------------------------- ----- --
Rural or
Suburban Highway Outside Of, Entering, or Traversing a City ------------------------- ----- 1- ---
Appears as Major Route on an Official Plan
Any Major Route Characteristics Met, Both Streets Yes LJ No£J The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 859
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 5 of 5) WARRANT 9 - Intersection Near a Grade Crossing
{Both Parts A and B Must Be Satisfied)
SATISFIED YES □ NO □
PARTA
A grade crossing exists on an approach controlled by a STOP or YIELD sign and the Yes L] No[7 center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach. Track Center Line to Limit Line ft PARJB
There is one minor street approach lane at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-9.
Major Street - Total of both approaches: _ VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calculate AF) = __ VPH �---------------------------------- Yes L] NoLJ QB, There are two or more minor street approach lanes at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-10.
Major Street - Total of both approaches · VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calcualte AF) = __ VPH The minor street approach volume may be multiplied by up to three following adjustment factors (AF) as described in Section 4C.10.
1- Number of Rail Traffic per Day Adjustment factor from table 4C-2_ 2- Percentage of High-Occupancy Buses on Minor Street Approach_Adjustment factor from table 4C-3 __ 3- Percentage of Tractor-Trailer Trucks on Minor Street Approach_ Adjustment factor from table 4C-4_ NOTE: If no data is availale or known, then use AF = 1 (no adjustment) California MUTCD 2014 Edition Page 860
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
25 0
2 1
h
1 0
0 13 5
70 1
21 1
5 0
0 2
10 0
1 6984
5294
644
819
1005
383
1 2
4 54
Wednesday
7:00 AM to 10:00 AM, 11:00 AM to 1:00 PM,
3:00 PM to 7:00 PM
8:15 AM
6:00 PM
08/21/2024
1408
1474
Coldwater Canyon Drive & Loma Linda Drive
12,456
Beverly Hills
1 1
3 0
1 6
Figure 4C-102 (CA). Traffic Count Worksheet
Number of Lanes
Pedestrians
Total° I Peak
0 I
- - -
. -
s
9 Not to Scale
- - - - - a
Insert North Point co
0 0
= 0
.e - - - - co
0 - 0
= <t 7+; - A AM Peak PM Peak Total'
I I ' \
-J I I I - ◄/ + » -r
c c
Q)
---1 I I I Q)
C/) 0 C/) 0
c AM Peak PM Peak Total' A c
"' I l I I I U C/) ·c: {] I I ]-
·c: C/)
Q) % - 7% - - Q)
c Q) % ( Q) c
c o I I I 1---
) ( ) ( ) o cU
-" Q) Q) -"
% 0 . 0 . %
a s I I I I s b
0 9 «4 t 9 0
E
) ' \ I E
- ( ) ( ) ( I - z -II z
a
.
]§ DIRECTIONAL TRAFFIC COUNT 9
.e - - - - - Dist __ Co.Rte __ PM
c
(
0 2
Cl.
- - - - Intersection Give Name
.e a cu
Entire Count Period Q)
0 2 City
<1
- - - -
Pedestrians
Total' I Peak Day Date
I
Number of Lanes
Hour to Hour
Total Volume
AM Peak _
Hour Volume
PM Peak _
Hour Volume
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500
MINOR
0o 4 1yI%6doaduuedgnudse I H
1LANE & T'LANE
APPR
H
V
S
I
O
O
T
G
L
A
R
H
U
C
E
E
M
H
E
R
E
T
.
-
3 20
00 0
} m] d"]/ 1/'p',"" ]I ]
[ LIle[IL
VPH
••
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) ff}
3300 le)I}I[
MINOR
STREET
HIGHERVOLUME
APPROACHVPH
100
llDO 300 400 IIDO IIDO 700 IIDO 900
80 60°
1000
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane.
California MUTCD 2014 Edition Page 851
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-3. Warrant 3, Peak Hour
MINOR
STREET
HIGHERVOLUME
APPROACH -
VPH
L_1_1_1_1_1_1_1::t::±�:t:::i:::t:::t=j 1500 100 100
400 500 600 700 800 900 1000 11 00 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
MINOR
STREET so0
HIGHERVOLUME
APPROACH- 200
VPH
100
LANES&2 MORE LANES [
1 LANE
100
75°
MAJOR STREET--TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.
California MUTCD 2014 Edition Page 852
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume
500
400
TOTAL OF ALL
PEDESTRIANS 300
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
" " r--.....
-.............. ..
dd
107
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 107 pph applies as the lower threshold volume.
75°
.... '� """"' i'---....
100 •
300
200
Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) 400
TOTAL OF ALL
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS
PER HOUR (PPH)
200 300 400 500 600 700 800 900
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 75 pph applies as the lower threshold volume.
1000
California MUTCD 2014 Edition Page 853
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-7. Warrant 4, Pedestrian Peak Hour
200
400
700
600
TOTAL OF ALL 500
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS 300
PER HOUR (PPH)
100
;",,,.
,.
"- ... 7.
7 �
._
.....
--
133°
300 400 500 600 700 800 900 100011001200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 133 pph applies as the lower threshold volume.
' ......... r,,....,.
I'-.... '.
7 •
Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) 500
400
TOTAL OF ALL
PEDESTRIANS 800
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
200 300 400 500 600 700 800 900 1000 1100 1200
MAJOR STREET--TOTAL OF BOTH APPROACHES--
VEHICLES PER HOUR (VPH)
Note: 93 pph applies as the lower threshold volume
National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Loma Linda Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 47 0 0 0 201 1 0 0 0 2 0 0 0 0 0 252
7:15 AM 1 50 0 0 0 230 1 0 2 0 1 0 0 0 0 0 285
7:30 AM 2 57 0 0 0 233 0 0 0 0 2 0 0 0 1 0 295
7:45 AM 7 82 0 0 0 240 2 0 0 0 0 0 0 0 0 0 331
8:00 AM 1 84 0 0 0 230 2 0 2 0 1 0 0 0 0 0 320
8:15 AM 2 89 0 0 0 264 2 0 1 0 3 0 1 0 0 0 362
8:30 AM 3 91 0 0 0 240 0 0 0 0 1 0 0 0 0 0 335
8:45 AM 1 101 0 0 0 265 0 0 0 0 1 0 0 0 0 0 368
9:00 AM 2 102 0 2 0 236 0 0 0 0 1 0 0 0 0 0 343
9:15 AM 0 102 0 0 0 244 0 0 0 0 1 0 0 0 0 0 347
9:30 AM 1 122 0 0 0 241 0 0 0 0 0 0 0 0 0 0 364
9:45 AM 0 119 0 0 0 213 0 0 0 0 0 0 0 0 0 0 332
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 21 1046 0 2 0 2837 8 0 5 0 13 0 1 0 1 0 3934 APPROACH %'s : 1.96% 97.85% 0.00% 0.19% 0.00% 99.72% 0.28% 0.00% 27.78% 0.00% 72.22% 0.00% 50.00% 0.00% 50.00% 0.00% PEAK HR : 8:15 AM 42 0 0 TOTAL
PEAK HR VOL : 8 383 0 2 0 1005 2 0 1 0 6 0 1 0 0 0 1408 PEAK HR FACTOR : 0.667 0.939 0.000 0.250 0.000 0.948 0.250 0.000 0.250 0.000 0.500 0.000 0.250 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 3 123 0 1 0 223 0 0 0 0 2 0 0 0 0 0 352
11:15 AM 0 153 0 0 0 188 1 0 1 0 3 0 0 0 0 0 346
11:30 AM 4 134 0 0 0 242 1 0 0 0 2 0 0 0 0 0 383
11:45 AM 2 122 0 2 0 212 2 0 0 0 3 0 0 0 0 0 343
12:00 PM 1 156 0 1 0 156 0 0 1 0 3 0 0 0 0 0 318
12:15 PM 3 149 0 0 0 209 1 0 0 0 1 0 0 0 0 0 363
12:30 PM 1 144 0 1 0 220 1 0 0 0 4 0 0 0 0 0 371
12:45 PM 4 159 0 2 0 209 1 0 0 0 1 0 0 0 0 0 376
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 18 1140 0 7 0 1659 7 0 2 0 19 0 0 0 0 0 2852 APPROACH %'s : 1.55% 97.85% 0.00% 0.60% 0.00% 99.58% 0.42% 0.00% 9.52% 0.00% 90.48% 0.00% PEAK HR : 12:00 PM 165 0 0 TOTAL
PEAK HR VOL : 9 608 0 4 0 794 3 0 1 0 9 0 0 0 0 0 1428
PEAK HR FACTOR : 0.563 0.956 0.000 0.500 0.000 0.902 0.750 0.000 0.250 0.000 0.563 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 4 180 0 0 0 130 1 0 3 0 1 0 0 0 0 0 319
3:15 PM 0 195 0 1 0 164 0 0 1 0 0 0 0 0 0 0 361
3:30 PM 1 195 0 0 0 166 1 0 4 0 1 0 0 0 0 0 368
3:45 PM 2 171 0 0 0 145 0 0 4 0 2 0 0 0 0 0 324
4:00 PM 2 174 0 0 0 166 2 0 1 0 3 0 0 0 0 0 348
4:15 PM 1 202 0 0 0 143 1 0 0 0 5 0 0 0 0 0 352
4:30 PM 0 207 0 0 0 165 2 0 0 0 2 0 0 0 0 0 376
4:45 PM 1 185 0 0 0 132 2 1 0 0 2 0 0 0 0 0 323
5:00 PM 2 196 0 0 0 141 0 0 0 0 2 0 0 0 0 0 341
5:15 PM 2 212 0 0 0 171 0 0 1 0 1 0 0 0 0 0 387
5:30 PM 0 182 1 0 0 151 0 0 0 0 0 0 0 0 0 0 334
5:45 PM 1 190 0 0 0 170 0 0 0 0 0 0 2 0 0 0 363
6:00 PM 1 172 0 0 0 164 0 0 0 0 0 0 1 0 0 0 338
6:15 PM 1 230 0 0 0 156 0 0 0 0 1 0 0 0 0 0 388
6:30 PM 1 207 1 0 0 157 1 0 0 0 2 0 0 0 0 0 369
6:45 PM 2 210 0 0 0 167 0 0 0 0 0 0 0 0 0 0 379
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 21 3108 2 1 0 2488 10 1 14 0 22 0 3 0 0 0 5670 APPROACH %'s : 0.67% 99.23% 0.06% 0.03% 0.00% 99.56% 0.40% 0.04% 38.89% 0.00% 61.11% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 5 819 1 0 0 644 1 0 0 0 3 0 1 0 0 0 1474
PEAK HR FACTOR : 0.625 0.890 0.250 0.000 0.000 0.964 0.250 0.000 0.000 0.000 0.375 0.000 0.250 0.000 0.000 0.000 24-020266-005
8/21/2024
06:00 PM - 07:00 PM
0.950 0.893 0.966 0.375 0.250
12:00 PM - 01:00 PM
0.949 0.941 0.902 0.625
08:15 AM - 09:15 AM
0.957
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.927 0.946 0.438 0.250
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Coldwater Canyon Dr Coldwater Canyon Dr Loma Linda Dr Loma Linda Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Loma Linda Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2
9:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 8:15 AM 42 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 12:00 PM 165 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
3:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
6:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 5 0 0 0 4 0 0 0 0 0 0 0 0 0 0 9
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24-020266-005
8/21/2024
06:00 PM - 07:00 PM
0.750 0.250 0.500
12:00 PM - 01:00 PM
08:15 AM - 09:15 AM
0.375
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.375
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Coldwater Canyon Dr Coldwater Canyon Dr Loma Linda Dr Loma Linda Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Loma Linda Dr Project ID:
City: Beverly Hills Date:
NS/EW Streets:
EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0
9:00 AM 0 0 0 0 0 0 0 1 1
9:15 AM 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 1 1
APPROACH %'s : 0.00% 100.00%
PEAK HR : 8:15 AM 41 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 1 1
PEAK HR FACTOR : 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB
EB WB EB WB NB SB NB SB TOTAL
11:00 AM 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 1 0 1
11:45 AM 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 1 1
12:15 PM 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 1 1 2
APPROACH %'s : 50.00% 50.00%
PEAK HR : 12:00 PM 163 -2 -2 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 1 1
PEAK HR FACTOR : 0.250
EB WB EB WB NB SB NB SB TOTAL
3:00 PM 0 0 0 0 0 0 0 1 1
3:15 PM 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 2 2
5:15 PM 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 1 1
5:45 PM 0 0 0 0 0 0 1 0 1
6:00 PM 0 0 0 0 0 0 0 0 0
6:15 PM 0 0 0 0 0 0 0 2 2
6:30 PM 0 0 0 0 0 0 2 0 2
6:45 PM 0 0 0 0 0 0 0 1 1
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 3 7 10
APPROACH %'s : 30.00% 70.00%
PEAK HR : 6:00 PM 294 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 2 3 5
PEAK HR FACTOR : 0.250 0.375
24-020266-005
8/21/2024
0.625 0.625
06:00 PM - 07:00 PM
12:00 PM - 01:00 PM
0.250 0.250
0.250
PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG
0.250
08:15 AM - 09:15 AM
AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Coldwater Canyon Dr Coldwater Canyon Dr Loma Linda Dr Loma Linda Dr City of Beverly Hills
10/25/2024
Appendix B – Coldwater Cañon
Drive & Cabrillo Drive Warrants &
Count Data
California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
8/21/2024
Coldwater Canyon Drive
Cabrillo Drive
SS 09/23/2024
1366
1366
2 2
1384
1384
2 2
1398
1398
1 1
1399
1399
1 1
1368
1368
2 2
1376
1376
4 4
1395
1395
1456
1456
0 0
0 0
8:00 AM
8:00 AM
9:00 AM
9:00 AM
11:00 AM
11:00 AM
12:00 PM
12:00 PM
3:00 PM
3:00 PM
4:00 PM
4:00 PM
5:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)
COUNT DATE
CALC DATE
DIST co RTE PM CHK DATE
Major St: Critical Approach Speed mph
Minor St: Critical Approach Speed mph
Speed limit or critical speed on major street traffic > 40 mph D } or
In built up area of isolated community of < 10,000 population D □
RURAL (R)
URBAN (U)
WARRANT 1-Eight Hour Vehicular Volume SATISFIED YES □ NO □ (Condition A or Condition B or combination of A and B must be satisfied) Condition A- Minimum Vehicle Volume
MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
100% SATISFIED YES □ NO □
80% SATISFIED YES □ NO □
u R u R
APPROACH 2 or More LANES
Both Approaches 350 600 420
Major Street (280) (480) (336)
Highest Approach 105 200 140
Minor Street (84) (160) (112)
Hour
our
100% SATISFIED YES □ NO □
MINIMUM REQUIREMENTS □ 80% SATISFIED YES □ NO
(80% SHOWN IN BRACKETS)
u I R u R
APPROACH 1 2 or More Ill/Ill H LANES
Both Approaches CR 525 900 630
Major Street (420) (720) (504)
Highest Approach ( 53 100 70
Minor Street (42) (80) (56)
Condition B-Interruption of Continuous Traffic
Combination of Conditions A & B SATISFIED YES □ NO □
REQUIREMENT CONDITION V FULFILLED
A. MINIMUM VEHICULAR VOLUME
TWO CONDITIONS Yes LJ No L SATISFIED 80% AND,
B. INTERRUPTION OF CONTINUOUS TRAFFIC
AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED Yes D No 0
TO SOLVE THE TRAFFIC PROBLEMS
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
P
P
P
P
P
P
P
P
P
P
1456
0 3:00 PM
6:00 PM
4:00 PM
5:00 PM
6:00 PM
1368
2 1376
4 1395 1456
0 0
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) SATISFIED YES □ NO □
our 2 or Ill H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
WARRANT 2- Four Hour Vehicular Volume
Record hourly vehicular volumes for any four hours of an average day.
AII plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes □ No □ OR, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes □ No □ WARRANT 3-Peak Hour
(Part A or Part B must be satisfied)
PARTA
(All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15-minute periods)
SATISFIED YES □ NO □
SATISFIED YES O NO 0
1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane Yes D No LJ approach, or five vehicle-hours for a two-lane approach; AND
2. The volume on the same minor street approach (one direction only) equals or exceeds Yes D No L 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND ----------------------------------------------------------------
3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.
Yes D No D
PARTB SATISFIED YES O NO 0
2 or H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
our
The plotted point falls above the applicable curve in Figure 4C-3. (URBAN AREAS) Yes □ No □ QR, The plotted point falls above the applicable curve in Figure 4C-4. (RURAL AREAS) Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 857
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
1370
1391
1 3
1380
1400
0 1
1395
1456
3 4
1456
4 3:00 PM
8:15 AM
4:00 PM
12:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) WARRANT 4-Pedestrian Volume
(Parts 1 and 2 Must Be Satisfied)
SATISFIED YES □ NO □
A.
Part 1 (Parts A or B must be satisfied)
Hours ---> I
Vehicles per hour for
any 4 hours
Pedestrians per hour for
any 4 hours
Figure 4C-5 or Figure 4C-6
SATISFIED YES □ NO □
B.
Hours --->
Vehicles per hour for
any 1 hour
Figure 4C-7 or Figure 4C-8
SATISFIED YES □ NO □
Pedestrians per hour for
any 1 hour
Part 2 SATISFIED YES □ NO □
AND, The distance to the nearest traffic signal along the major street is greater Yes D No LJ than 300 ft OR. The proposed traffic signal will not restrict progressive traffic flow along the major street. Yes D No LJ
YES EJ NO LJ
YES EJ NO LJ
SATISFIED YES □ NO □
SATISFIED YES □ NO □
r
ps < Minutes
AND Children > 20/hr
a
inutes and # of Children
Hou
Gaps Minutes Children Using Crossing
vs
Minutes Number of Adequate Gaps Ga
School Age Pedestrians Crossing Street / hr
WARRANT 5 - School Crossing
(Parts A and B Must Be Satisfied)
P:rt A
Gap/M
]AND, Consideration has been given to less restrictive remedial measures. [vesg ye_[ PartB SATISFIED YES □ NO □
The distance to the nearest traffic signal along the major street is greater Yes LI No LJ than300ft QR, The proposed signal will not restrict the progressive movement of traffic. Yes LJ No LJ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 858
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
2,600 2,800 - -
1456
P
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) WARRANT 6- Coordinated Signal System
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL
> 1000 ft N _ft, s __ ft, E __ ft, w __ ft Yes[J No[J
On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic control signals are so far apart that they do not provide the necessary degree of vehicular platooning. ---------------------------------- Yes LJ NoL] OR, On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation.
WARRANT 7-Crash Experience Warrant
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
Adequate trial of alternatives with satisfactory observance and enforcement has failed to Yes[] No[J reduce the crash frequency.
REQUIREMENTS Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury Yes EJ No[7 or damage exceeding the requirements for a reportable crash. ----------------- ---------------------------------
5OR MORE
REQUIREMENTS CONDITIONS V
Warrant 1, Condition AMinimum Vehicular Volume
ONE CONDITION OR, Warrant 1, Condition B- Yes LJ No[)
SATISFIED 80% Interruption of Continuous Traffic
OR, Warrant 4, Pedestrian Volume Condition
Ped Vol > 80% of Figure 4C-5 through Figure 4C-8
WARRANT 8-Roadway Network
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES V FULFILLED REQUIREMENTS During Typical Weekday Peak Hour Veh/Hr
and has 5-year projected traffic volumes that meet one or more 1000 Veh/Hr
of Warrants 1, 2, and 3 during an average weekday. �----------------------- >-- Yes[] NoL] OR
During Each of Any 5 Hrs. of a Sat. or Sun Veh/Hr
CHARACTERISTICS OF MAJOR ROUTES MAJOR MAJOR
ROUTE A ROUTE B
Hwy. System Serving as Principal Network for Through Traffic ------------------------- ----- --
Rural or
Suburban Highway Outside Of, Entering, or Traversing a City ------------------------- ----- 1- ---
Appears as Major Route on an Official Plan
Any Major Route Characteristics Met, Both Streets Yes LJ No£J The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 859
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 5 of 5) WARRANT 9 - Intersection Near a Grade Crossing
{Both Parts A and B Must Be Satisfied)
SATISFIED YES □ NO □
PARTA
A grade crossing exists on an approach controlled by a STOP or YIELD sign and the Yes L] No[7 center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach. Track Center Line to Limit Line ft PARJB
There is one minor street approach lane at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-9.
Major Street - Total of both approaches: _ VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calculate AF) = __ VPH �---------------------------------- Yes L] NoLJ QB, There are two or more minor street approach lanes at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-10.
Major Street - Total of both approaches · VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calcualte AF) = __ VPH The minor street approach volume may be multiplied by up to three following adjustment factors (AF) as described in Section 4C.10.
1- Number of Rail Traffic per Day Adjustment factor from table 4C-2_ 2- Percentage of High-Occupancy Buses on Minor Street Approach_Adjustment factor from table 4C-3 __ 3- Percentage of Tractor-Trailer Trucks on Minor Street Approach_ Adjustment factor from table 4C-4_ NOTE: If no data is availale or known, then use AF = 1 (no adjustment) California MUTCD 2014 Edition Page 860
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
2 2
1 h
1 1
1 13
1 1
4 20
2 1
2 0
0 2
0 6993
5267
632
821
1004
382
1 12
Wednesday
7:00 AM to 10:00 AM, 11:00 AM to 1:00 PM,
3:00 PM to 7:00 PM
8:15 AM
6:00 PM
08/21/2024
1391
1456
Coldwater Canyon Drive & Cabrillo Drive
12,299
Beverly Hills
12 Figure 4C-102 (CA). Traffic Count Worksheet
Number of Lanes
Pedestrians
Total° I Peak
0 I
- - -
. -
s
9 Not to Scale
- - - - - a
Insert North Point co
0 0
= 0
.e - - - - co
0 - 0
= <t 7+; - A AM Peak PM Peak Total'
I I ' \
-J I I I - ◄/ + » -r
c c
Q)
---1 I I I Q)
C/) 0 C/) 0
c AM Peak PM Peak Total' A c
"' I l I I I U C/) ·c: {] I I ]-
·c: C/)
Q) % - 7% - - Q)
c Q) % ( Q) c
c o I I I 1---
) ( ) ( ) o cU
-" Q) Q) -"
% 0 . 0 . %
a s I I I I s b
0 9 «4 t 9 0
E
) ' \ I E
- ( ) ( ) ( I - z -II z
a
.
]§ DIRECTIONAL TRAFFIC COUNT 9
.e - - - - - Dist __ Co.Rte __ PM
c
(
0 2
Cl.
- - - - Intersection Give Name
.e a cu
Entire Count Period Q)
0 2 City
<1
- - - -
Pedestrians
Total' I Peak Day Date
I
Number of Lanes
Hour to Hour
Total Volume
AM Peak _
Hour Volume
PM Peak _
Hour Volume
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500
MINOR
0o 4 1yI%6doaduuedgnudse I H
1LANE & T'LANE
APPR
H
V
S
I
O
O
T
G
L
A
R
H
U
C
E
E
M
H
E
R
E
T
.
-
3 20
00 0
} m] d"]/ 1/'p',"" ]I ]
[ LIle[IL
VPH
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) ff}
3300 le)I}I[
MINOR
STREET
HIGHERVOLUME
APPROACHVPH
100
llDO 300 400 IIDO IIDO 700 IIDO 900
80 60°
1000
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 80 vph applies as the lower threshold volume for a minor-street fee
approach with two or more lanes and 60 vph applies as the lower 9tot]yoftrefrrfno"-9treetappYOypjtfoe[fen
California MUTCD 2014 Edition Page 851
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-3. Warrant 3, Peak Hour
MINOR
STREET
HIGHERVOLUME
APPROACH -
VPH
L_1_1_1_1_1_1_1::t::±�:t:::i:::t:::t=j 1500 100 100
400 500 600 700 800 900 1000 11 00 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane. (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
MINOR
STREET so0
HIGHERVOLUME
APPROACH- 200
VPH
100
LANES&2 MORE LANES [
1 LANE
100
75°
MAJOR STREET--TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.
California MUTCD 2014 Edition Page 852
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume
500
400
TOTAL OF ALL
PEDESTRIANS 300
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
" " r--.....
-.............. ..
-
107
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 107 pph applies as the lower threshold volume.
75°
.... '� """"' i'---....
100 •
300
200
Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) 400
TOTAL OF ALL
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS
PER HOUR (PPH)
200 300 400 500 600 700 800 900
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 75 pph applies as the lower threshold volume.
1000
California MUTCD 2014 Edition Page 853
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-7. Warrant 4, Pedestrian Peak Hour
200
400
700
600
TOTAL OF ALL 500
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS 300
PER HOUR (PPH)
100
;",,,.
,.
"- ... 7.
7 �
._
.....
-
133°
300 400 500 600 700 800 900 100011001200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 133 pph applies as the lower threshold volume.
' ......... r,,....,.
I'-.... '.
7 •
Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) 500
400
TOTAL OF ALL
PEDESTRIANS 800
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
200 300 400 500 600 700 800 900 1000 1100 1200
MAJOR STREET--TOTAL OF BOTH APPROACHES--
VEHICLES PER HOUR (VPH)
Note: 93 pph applies as the lower threshold volume
National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Cabrillo Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 48 0 0 0 190 0 0 0 0 1 0 0 0 0 0 239
7:15 AM 0 50 0 0 0 232 0 0 0 0 1 0 0 0 0 0 283
7:30 AM 1 60 0 0 0 238 0 0 0 0 0 0 0 0 0 0 299
7:45 AM 2 79 0 0 0 242 0 1 0 0 0 0 0 0 0 0 324
8:00 AM 0 86 0 1 0 228 0 0 0 0 0 0 0 0 0 0 315
8:15 AM 0 93 0 0 0 263 0 0 0 0 0 0 0 0 0 0 356
8:30 AM 0 89 0 0 0 239 0 0 0 0 2 0 0 0 0 0 330
8:45 AM 1 99 0 1 0 266 0 0 0 0 0 0 0 0 0 0 367
9:00 AM 1 101 0 0 0 236 0 0 0 0 0 0 0 0 0 0 338
9:15 AM 2 101 0 0 0 245 0 0 0 0 1 0 0 0 0 0 349
9:30 AM 0 122 0 0 0 243 0 0 1 0 0 0 0 0 0 0 366
9:45 AM 1 120 0 0 0 212 0 0 0 0 0 0 0 0 0 0 333
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 8 1048 0 2 0 2834 0 1 1 0 5 0 0 0 0 0 3899 APPROACH %'s : 0.76% 99.05% 0.00% 0.19% 0.00% 99.96% 0.00% 0.04% 16.67% 0.00% 83.33% 0.00% PEAK HR : 8:15 AM 42 0 0 TOTAL
PEAK HR VOL : 2 382 0 1 0 1004 0 0 0 0 2 0 0 0 0 0 1391 PEAK HR FACTOR : 0.500 0.946 0.000 0.250 0.000 0.944 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 124 0 0 0 222 0 0 0 0 0 0 0 0 0 0 346
11:15 AM 0 151 0 0 0 184 0 0 1 0 0 0 0 0 0 0 336
11:30 AM 0 137 0 0 0 248 0 0 0 0 0 0 0 0 0 0 385
11:45 AM 1 119 0 0 0 212 0 0 0 0 0 0 0 0 0 0 332
12:00 PM 0 157 0 0 0 158 0 0 0 0 0 0 0 0 0 0 315
12:15 PM 1 145 0 0 0 213 0 0 0 0 0 0 0 0 0 0 359
12:30 PM 0 146 0 0 0 219 0 0 0 0 0 0 0 0 0 0 365
12:45 PM 1 153 0 0 0 206 0 0 0 0 1 0 0 0 0 0 361
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 3 1132 0 0 0 1662 0 0 1 0 1 0 0 0 0 0 2799 APPROACH %'s : 0.26% 99.74% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 50.00% 0.00% 50.00% 0.00% PEAK HR : 12:00 PM 165 0 0 TOTAL
PEAK HR VOL : 2 601 0 0 0 796 0 0 0 0 1 0 0 0 0 0 1400
PEAK HR FACTOR : 0.500 0.957 0.000 0.000 0.000 0.909 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 181 0 0 0 132 0 0 0 0 0 0 0 0 0 0 313
3:15 PM 1 187 0 0 0 169 0 0 0 0 0 0 0 0 0 0 357
3:30 PM 0 202 0 0 0 170 0 0 0 0 1 0 0 0 0 0 373
3:45 PM 1 175 0 0 0 150 0 0 0 0 1 0 0 0 0 0 327
4:00 PM 0 181 0 0 0 167 0 0 0 0 3 0 0 0 0 0 351
4:15 PM 0 202 0 0 0 146 0 0 0 0 0 0 0 0 0 0 348
4:30 PM 1 198 0 0 0 165 0 0 0 0 1 0 0 0 0 0 365
4:45 PM 0 178 0 0 0 138 0 0 0 0 0 0 0 0 0 0 316
5:00 PM 0 194 0 0 0 142 0 0 0 0 0 0 0 0 0 0 336
5:15 PM 2 206 0 0 0 165 1 0 0 0 0 0 0 0 0 0 374
5:30 PM 0 180 0 0 0 147 0 0 0 0 0 0 0 0 0 0 327
5:45 PM 2 182 0 0 0 174 0 0 0 0 0 0 0 0 0 0 358
6:00 PM 0 185 0 0 0 162 0 0 0 0 0 0 0 0 0 0 347
6:15 PM 0 222 0 0 0 151 0 0 0 0 0 0 0 0 0 0 373
6:30 PM 2 202 0 0 0 156 0 0 0 0 0 0 0 0 0 0 360
6:45 PM 0 212 0 0 0 163 1 0 0 0 0 0 0 0 0 0 376
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 9 3087 0 0 0 2497 2 0 0 0 6 0 0 0 0 0 5601 APPROACH %'s : 0.29% 99.71% 0.00% 0.00% 0.00% 99.92% 0.08% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 2 821 0 0 0 632 1 0 0 0 0 0 0 0 0 0 1456
PEAK HR FACTOR : 0.250 0.925 0.000 0.000 0.000 0.969 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24-020266-004
8/21/2024
06:00 PM - 07:00 PM
0.968 0.927 0.965
12:00 PM - 01:00 PM
0.959 0.960 0.909 0.250
08:15 AM - 09:15 AM
0.948
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.944 0.944 0.250
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Coldwater Canyon Dr Coldwater Canyon Dr Cabrillo Dr Cabrillo Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Cabrillo Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 8:15 AM 42 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 12:00 PM 165 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
3:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
6:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 4 0 0 0 4 0 0 0 0 0 0 0 0 0 0 9
APPROACH %'s : 20.00% 80.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24-020266-004
8/21/2024
06:00 PM - 07:00 PM
0.750 0.250 0.500
12:00 PM - 01:00 PM
08:15 AM - 09:15 AM
0.500
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.500
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Coldwater Canyon Dr Coldwater Canyon Dr Cabrillo Dr Cabrillo Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Cabrillo Dr Project ID:
City: Beverly Hills Date:
NS/EW Streets:
EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0
7:30 AM 0 1 0 0 0 0 0 0 1
7:45 AM 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0
9:00 AM 0 0 0 0 0 0 0 1 1
9:15 AM 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 1 2
APPROACH %'s : 0.00% 100.00% 0.00% 100.00%
PEAK HR : 8:15 AM 41 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 1 1
PEAK HR FACTOR : 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB
EB WB EB WB NB SB NB SB TOTAL
11:00 AM 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 1 0 1
11:45 AM 0 0 0 0 0 0 1 0 1
12:00 PM 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 1 1
12:30 PM 0 0 0 0 0 0 0 1 1
12:45 PM 0 0 0 1 0 0 0 0 1
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 1 0 0 2 2 5
APPROACH %'s : 0.00% 100.00% 50.00% 50.00%
PEAK HR : 12:00 PM 163 -2 -2 TOTAL
PEAK HR VOL : 0 0 0 1 0 0 0 2 3
PEAK HR FACTOR : 0.250 0.500
EB WB EB WB NB SB NB SB TOTAL
3:00 PM 0 0 0 0 0 0 0 1 1
3:15 PM 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 2 2
5:15 PM 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 1 0 1
6:00 PM 0 0 0 0 0 0 0 0 0
6:15 PM 0 0 0 0 0 0 0 2 2
6:30 PM 0 0 0 0 0 0 1 0 1
6:45 PM 0 0 0 0 0 0 0 1 1
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 2 6 8
APPROACH %'s : 25.00% 75.00%
PEAK HR : 6:00 PM 294 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 1 3 4
PEAK HR FACTOR : 0.250 0.375
24-020266-004
8/21/2024
0.500 0.500
06:00 PM - 07:00 PM
12:00 PM - 01:00 PM
0.750 0.250 0.500
0.250
PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG
0.250
08:15 AM - 09:15 AM
AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Coldwater Canyon Dr Coldwater Canyon Dr Cabrillo Dr Cabrillo Dr City of Beverly Hills
10/25/2024
Appendix C – Coldwater Cañon
Drive & Lindacrest Drive Warrants
& Count Data
California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
8/21/2024
Coldwater Canyon Drive
Lindacrest Drive
SS 09/18/2024
1364
1364
20 20
1382
1382
12 12
1383
1383
46 46
1381
1381
35 35
1350
1350
60 60
1362
1362
42 42
1385
1385
1469
1469
25 25
16 16
8:00 AM
8:00 AM
9:00 AM
9:00 AM
11:00 AM
11:00 AM
12:00 PM
12:00 PM
3:00 PM
3:00 PM
4:00 PM
4:00 PM
5:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)
COUNT DATE
CALC DATE
DIST co RTE PM CHK DATE
Major St: Critical Approach Speed mph
Minor St: Critical Approach Speed mph
Speed limit or critical speed on major street traffic > 40 mph D } or
In built up area of isolated community of < 10,000 population D □
RURAL (R)
URBAN (U)
WARRANT 1-Eight Hour Vehicular Volume SATISFIED YES □ NO □ (Condition A or Condition B or combination of A and B must be satisfied) Condition A- Minimum Vehicle Volume
MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
100% SATISFIED YES □ NO □
80% SATISFIED YES □ NO □
u R u R
APPROACH 2 or More LANES
Both Approaches 350 600 420
Major Street (280) (480) (336)
Highest Approach 105 200 140
Minor Street (84) (160) (112)
Hour
our
100% SATISFIED YES □ NO □
MINIMUM REQUIREMENTS □ 80% SATISFIED YES □ NO
(80% SHOWN IN BRACKETS)
u I R u R
APPROACH 1 2 or More Ill/Ill H LANES
Both Approaches CR 525 900 630
Major Street (420) (720) (504)
Highest Approach ( 53 100 70
Minor Street (42) (80) (56)
Condition B-Interruption of Continuous Traffic
Combination of Conditions A & B SATISFIED YES □ NO □
REQUIREMENT CONDITION V FULFILLED
A. MINIMUM VEHICULAR VOLUME
TWO CONDITIONS Yes LJ No L SATISFIED 80% AND,
B. INTERRUPTION OF CONTINUOUS TRAFFIC
AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED Yes D No 0
TO SOLVE THE TRAFFIC PROBLEMS
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
P
6:00 PM
P
P
P
P
P
P
P
P
P
3:00 PM
4:00 PM
5:00 PM
6:00 PM
1350
1469
60 16
1362
42 1385 1469
25 16
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) SATISFIED YES □ NO □
our 2 or Ill H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
WARRANT 2- Four Hour Vehicular Volume
Record hourly vehicular volumes for any four hours of an average day.
AII plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes □ No □ OR, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes □ No □ WARRANT 3-Peak Hour
(Part A or Part B must be satisfied)
PARTA
(All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15-minute periods)
SATISFIED YES □ NO □
SATISFIED YES O NO 0
1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane Yes D No LJ approach, or five vehicle-hours for a two-lane approach; AND
2. The volume on the same minor street approach (one direction only) equals or exceeds Yes D No L 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND ----------------------------------------------------------------
3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.
Yes D No D
PARTB SATISFIED YES O NO 0
2 or H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
our
The plotted point falls above the applicable curve in Figure 4C-3. (URBAN AREAS) Yes □ No □ QR, The plotted point falls above the applicable curve in Figure 4C-4. (RURAL AREAS) Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 857
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
8:00 AM
11:00 AM
9:00 AM
12:00 PM
11:00 AM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P 1384
1426
2 0
1394
1416
0 0
1429
1410
0 0
1485
1485
2 2
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) WARRANT 4-Pedestrian Volume
(Parts 1 and 2 Must Be Satisfied)
SATISFIED YES □ NO □
A.
Part 1 (Parts A or B must be satisfied)
Hours ---> I
Vehicles per hour for
any 4 hours
Pedestrians per hour for
any 4 hours
Figure 4C-5 or Figure 4C-6
SATISFIED YES □ NO □
B.
Hours --->
Vehicles per hour for
any 1 hour
Figure 4C-7 or Figure 4C-8
SATISFIED YES □ NO □
Pedestrians per hour for
any 1 hour
Part 2 SATISFIED YES □ NO □
AND, The distance to the nearest traffic signal along the major street is greater Yes D No LJ than 300 ft OR. The proposed traffic signal will not restrict progressive traffic flow along the major street. Yes D No LJ
YES EJ NO LJ
YES EJ NO LJ
SATISFIED YES □ NO □
SATISFIED YES □ NO □
r
ps < Minutes
AND Children > 20/hr
a
inutes and # of Children
Hou
Gaps Minutes Children Using Crossing
vs
Minutes Number of Adequate Gaps Ga
School Age Pedestrians Crossing Street / hr
WARRANT 5 - School Crossing
(Parts A and B Must Be Satisfied)
P:rt A
Gap/M
]AND, Consideration has been given to less restrictive remedial measures. [vesg ye_[ PartB SATISFIED YES □ NO □
The distance to the nearest traffic signal along the major street is greater Yes LI No LJ than300ft QR, The proposed signal will not restrict the progressive movement of traffic. Yes LJ No LJ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 858
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
2325 3070 - -
1485
P
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) WARRANT 6- Coordinated Signal System
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL
> 1000 ft N _ft, s __ ft, E __ ft, w __ ft Yes[J No[J
On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic control signals are so far apart that they do not provide the necessary degree of vehicular platooning. ---------------------------------- Yes LJ NoL] OR, On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation.
WARRANT 7-Crash Experience Warrant
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
Adequate trial of alternatives with satisfactory observance and enforcement has failed to Yes[] No[J reduce the crash frequency.
REQUIREMENTS Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury Yes EJ No[7 or damage exceeding the requirements for a reportable crash. ----------------- ---------------------------------
5OR MORE
REQUIREMENTS CONDITIONS V
Warrant 1, Condition AMinimum Vehicular Volume
ONE CONDITION OR, Warrant 1, Condition B- Yes LJ No[)
SATISFIED 80% Interruption of Continuous Traffic
OR, Warrant 4, Pedestrian Volume Condition
Ped Vol > 80% of Figure 4C-5 through Figure 4C-8
WARRANT 8-Roadway Network
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES V FULFILLED REQUIREMENTS During Typical Weekday Peak Hour Veh/Hr
and has 5-year projected traffic volumes that meet one or more 1000 Veh/Hr
of Warrants 1, 2, and 3 during an average weekday. �----------------------- >-- Yes[] NoL] OR
During Each of Any 5 Hrs. of a Sat. or Sun Veh/Hr
CHARACTERISTICS OF MAJOR ROUTES MAJOR MAJOR
ROUTE A ROUTE B
Hwy. System Serving as Principal Network for Through Traffic ------------------------- ----- --
Rural or
Suburban Highway Outside Of, Entering, or Traversing a City ------------------------- ----- 1- ---
Appears as Major Route on an Official Plan
Any Major Route Characteristics Met, Both Streets Yes LJ No£J The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 859
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 5 of 5) WARRANT 9 - Intersection Near a Grade Crossing
{Both Parts A and B Must Be Satisfied)
SATISFIED YES □ NO □
PARTA
A grade crossing exists on an approach controlled by a STOP or YIELD sign and the Yes L] No[7 center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach. Track Center Line to Limit Line ft PARJB
There is one minor street approach lane at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-9.
Major Street - Total of both approaches: _ VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calculate AF) = __ VPH �---------------------------------- Yes L] NoLJ QB, There are two or more minor street approach lanes at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-10.
Major Street - Total of both approaches · VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calcualte AF) = __ VPH The minor street approach volume may be multiplied by up to three following adjustment factors (AF) as described in Section 4C.10.
1- Number of Rail Traffic per Day Adjustment factor from table 4C-2_ 2- Percentage of High-Occupancy Buses on Minor Street Approach_Adjustment factor from table 4C-3 __ 3- Percentage of Tractor-Trailer Trucks on Minor Street Approach_ Adjustment factor from table 4C-4_ NOTE: If no data is availale or known, then use AF = 1 (no adjustment) California MUTCD 2014 Edition Page 860
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
1 1
1 h
0 7
0 0
2 0
0 1 (U-turn)
11857
6833
5088
626
819
982
345
124
171
156
Wednesday
7:00 AM to 10:00 AM, 11:00 AM to 1:00 PM,
3:00 PM to 7:00 PM
9:00 AM
6:00 PM
08/21/2024
1394
1485
Coldwater Canyon Drive & Lindacrest Drive
12,491
Beverly Hills
11 13
11 16
21 13
Figure 4C-102 (CA). Traffic Count Worksheet
Number of Lanes
Pedestrians
Total° I Peak
0 I
- - -
. -
s
9 Not to Scale
- - - - - a
Insert North Point co
0 0
= 0
.e - - - - co
0 - 0
= <t 7+; - A AM Peak PM Peak Total'
I I ' \
-J I I I - ◄/ + » -r
c c
Q)
---1 I I I Q)
C/) 0 C/) 0
c AM Peak PM Peak Total' A c
"' I l I I I U C/) ·c: {] I I ]-
·c: C/)
Q) % - 7% - - Q)
c Q) % ( Q) c
c o I I I 1---
) ( ) ( ) o cU
-" Q) Q) -"
% 0 . 0 . %
a s I I I I s b
0 9 «4 t 9 0
E
) ' \ I E
- ( ) ( ) ( I - z -II z
a
.
]§ DIRECTIONAL TRAFFIC COUNT 9
.e - - - - - Dist __ Co.Rte __ PM
c
(
0 2
Cl.
- - - - Intersection Give Name
.e a cu
Entire Count Period Q)
0 2 City
<1
- - - -
Pedestrians
Total' I Peak Day Date
I
Number of Lanes
Hour to Hour
Total Volume
AM Peak _
Hour Volume
PM Peak _
Hour Volume
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500
MINOR
0o 4 1yI%6doaduuedgnudse I H
1LANE & T'LANE
APPR
H
V
S
I
O
O
T
G
L
A
R
H
U
C
E
E
M
H
E
R
E
T
.
-
3 20
00 0
} m] d"]/ 1/'p',"" ]I ]
[ LIle[IL
VPH
%
•
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) ff}
3300 le)I}I[
MINOR
STREET
HIGHERVOLUME
APPROACHVPH
100
llDO 300 400 IIDO IIDO 700 IIDO 900
80 60°
1000
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street with one lane.
California MUTCD 2014 Edition Page 851
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-3. Warrant 3, Peak Hour
MINOR
STREET
HIGHERVOLUME
APPROACH -
VPH
L_1_1_1_1_1_1_1::t::±�:t:::i:::t:::t=j 1500 100 100
•
400 500 600 700 800 900 1000 11 00 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
MINOR
STREET so0
HIGHERVOLUME
APPROACH- 200
VPH
100
LANES&2 MORE LANES [
1 LANE
100
75°
MAJOR STREET--TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.
California MUTCD 2014 Edition Page 852
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume
500
400
TOTAL OF ALL
PEDESTRIANS 300
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
" " r--.....
-.............. .. 107
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 107 pph applies as the lower threshold volume.
75°
.... '� """"' i'---....
100 •
300
200
Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) 400
TOTAL OF ALL
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS
PER HOUR (PPH)
200 300 400 500 600 700 800 900
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 75 pph applies as the lower threshold volume.
1000
California MUTCD 2014 Edition Page 853
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-7. Warrant 4, Pedestrian Peak Hour
200
400
700
600
TOTAL OF ALL 500
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS 300
PER HOUR (PPH)
100
;",,,.
,.
"- ... 7.
7 �
._
.....
- ••
133°
300 400 500 600 700 800 900 100011001200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 133 pph applies as the lower threshold volume.
' ......... r,,....,.
I'-.... '.
7 •
Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) 500
400
TOTAL OF ALL
PEDESTRIANS 800
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
200 300 400 500 600 700 800 900 1000 1100 1200
MAJOR STREET--TOTAL OF BOTH APPROACHES--
VEHICLES PER HOUR (VPH)
Note: 93 pph applies as the lower threshold volume
National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Lindacrest Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(WB) Date:
NS/EW Streets:
0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 46 3 0 3 188 0 0 0 0 0 0 1 0 2 0 243
7:15 AM 0 42 7 0 9 230 0 0 0 0 0 0 3 0 2 0 293
7:30 AM 0 56 4 0 1 235 0 0 0 0 0 0 2 0 2 0 300
7:45 AM 0 72 7 0 3 235 0 0 0 0 0 0 4 0 2 0 323
8:00 AM 0 77 11 0 6 229 0 0 0 0 0 0 3 0 2 0 328
8:15 AM 0 88 4 0 3 252 0 0 0 0 0 0 5 0 1 0 353
8:30 AM 0 89 0 0 7 237 0 0 0 0 0 0 2 0 3 0 338
8:45 AM 0 91 6 0 0 264 0 0 0 0 0 0 3 0 1 0 365
9:00 AM 0 93 6 0 2 229 0 0 0 0 0 0 5 0 1 0 336
9:15 AM 0 95 5 0 5 243 0 0 0 0 0 0 2 0 0 0 350
9:30 AM 0 116 7 0 4 244 0 0 0 0 0 0 0 0 0 0 371
9:45 AM 0 112 8 0 4 209 0 0 0 0 0 0 4 0 0 0 337
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 977 68 0 47 2795 0 0 0 0 0 0 34 0 16 0 3937 APPROACH %'s : 0.00% 93.49% 6.51% 0.00% 1.65% 98.35% 0.00% 0.00% 68.00% 0.00% 32.00% 0.00% PEAK HR : 8:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 345 21 0 16 982 0 0 0 0 0 0 13 0 7 0 1384 PEAK HR FACTOR : 0.000 0.948 0.477 0.000 0.571 0.930 0.000 0.000 0.000 0.000 0.000 0.000 0.650 0.000 0.583 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 122 4 0 2 216 0 0 0 0 0 0 6 0 5 0 355
11:15 AM 0 142 9 0 3 178 0 1 0 0 0 0 6 0 6 0 345
11:30 AM 0 129 4 0 5 242 0 0 0 0 0 0 5 0 2 0 387
11:45 AM 0 116 5 0 5 200 0 0 0 0 0 0 11 0 5 0 342
12:00 PM 0 145 10 0 0 156 0 0 0 0 0 0 4 0 2 0 317
12:15 PM 0 140 4 0 7 199 0 0 0 0 0 0 9 0 2 0 361
12:30 PM 0 141 3 0 7 210 0 0 0 0 0 0 6 0 4 0 371
12:45 PM 0 151 3 0 7 198 0 0 0 0 0 0 6 0 2 0 367
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1086 42 0 36 1599 0 1 0 0 0 0 53 0 28 0 2845 APPROACH %'s : 0.00% 96.28% 3.72% 0.00% 2.20% 97.74% 0.00% 0.06% 65.43% 0.00% 34.57% 0.00% PEAK HR : 11:00 AM 161 0 0 TOTAL
PEAK HR VOL : 0 509 22 0 15 836 0 1 0 0 0 0 28 0 18 0 1429 PEAK HR FACTOR : 0.000 0.896 0.611 0.000 0.750 0.864 0.000 0.250 0.000 0.000 0.000 0.000 0.636 0.000 0.750 0.000 0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 172 5 0 1 128 0 0 0 0 0 0 2 0 9 0 317
3:15 PM 0 179 3 0 3 165 0 0 0 0 0 0 8 0 7 0 365
3:30 PM 0 195 8 1 3 167 0 0 0 0 0 0 5 0 13 0 392
3:45 PM 0 173 5 0 2 140 0 0 0 0 0 0 9 0 7 0 336
4:00 PM 0 172 2 0 3 154 0 0 0 0 0 0 13 0 8 0 352
4:15 PM 0 202 3 0 0 148 0 0 0 0 0 0 1 0 5 0 359
4:30 PM 0 191 2 0 3 164 0 0 0 0 0 0 6 0 3 0 369
4:45 PM 0 175 4 0 3 136 0 0 0 0 0 0 3 0 3 0 324
5:00 PM 0 189 4 0 3 139 0 0 0 0 0 0 1 0 4 0 340
5:15 PM 0 199 6 0 3 161 0 0 0 0 0 0 6 0 3 0 378
5:30 PM 0 179 2 0 1 143 0 0 0 0 0 0 1 0 2 0 328
5:45 PM 0 180 4 0 4 168 0 0 0 0 0 0 3 0 5 0 364
6:00 PM 0 187 3 0 3 158 0 0 0 0 0 0 5 0 1 0 357
6:15 PM 0 216 2 0 1 149 0 0 0 0 0 0 2 0 0 0 370
6:30 PM 0 205 1 0 3 157 0 0 0 0 0 0 0 0 1 0 367
6:45 PM 0 211 7 0 4 162 0 0 0 0 0 0 4 0 3 0 391
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3025 61 1 40 2439 0 0 0 0 0 0 69 0 74 0 5709 APPROACH %'s : 0.00% 97.99% 1.98% 0.03% 1.61% 98.39% 0.00% 0.00% 48.25% 0.00% 51.75% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 0 819 13 0 11 626 0 0 0 0 0 0 11 0 5 0 1485 PEAK HR FACTOR : 0.000 0.948 0.464 0.000 0.688 0.966 0.000 0.000 0.000 0.000 0.000 0.000 0.550 0.000 0.417 0.000 24-020266-003
8/21/2024
06:00 PM - 07:00 PM
0.949 0.954 0.959 0.571
11:00 AM - 12:00 PM
0.923 0.879 0.862 0.719
08:00 AM - 09:00 AM
0.948
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.943 0.945 0.833
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Coldwater Canyon Dr Coldwater Canyon Dr Lindacrest Dr Lindacrest Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Lindacrest Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(WB) Date:
NS/EW Streets:
0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 8:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH %'s :
PEAK HR : 11:00 AM 161 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 1 0 0 1 1 0 0 0 0 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2
4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
6:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4 0 0 0 6 0 0 0 0 0 0 0 0 0 0 10
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24-020266-003
8/21/2024
06:00 PM - 07:00 PM
0.750 0.250 0.500
11:00 AM - 12:00 PM
08:00 AM - 09:00 AM
0.250
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.250
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Coldwater Canyon Dr Coldwater Canyon Dr Lindacrest Dr Lindacrest Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Lindacrest Dr Project ID:
City: Beverly Hills Date:
NS/EW Streets:
EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 1 1 0 0 2
7:45 AM 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 1 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 0 0 1
9:00 AM 0 0 0 0 0 0 0 0 0
9:15 AM 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 1 3 0 0 4
APPROACH %'s : 25.00% 75.00%
PEAK HR : 8:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 2 0 0 2
PEAK HR FACTOR : 0.500
Headers NEB NWB SEB SWB ENS ESB WNB WSB
EB WB EB WB NB SB NB SB TOTAL
11:00 AM 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0
APPROACH %'s :
PEAK HR : 11:00 AM 159 -2 -2 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR :
EB WB EB WB NB SB NB SB TOTAL
3:00 PM 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 1 0 0 1
5:00 PM 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0
6:00 PM 0 0 0 0 0 1 0 0 1
6:15 PM 0 0 0 0 0 0 0 0 0
6:30 PM 0 0 0 0 0 0 0 0 0
6:45 PM 0 0 0 0 0 1 0 0 1
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 3 0 0 3
APPROACH %'s : 0.00% 100.00%
PEAK HR : 6:00 PM 294 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 2 0 0 2
PEAK HR FACTOR : 0.500
24-020266-003
8/21/2024
0.500 0.500
06:00 PM - 07:00 PM
11:00 AM - 12:00 PM
0.500
PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG
0.500
08:00 AM - 09:00 AM
AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Coldwater Canyon Dr Coldwater Canyon Dr Lindacrest Dr Lindacrest Dr City of Beverly Hills
10/25/2024
Appendix D – Coldwater Cañon
Drive & Lago Vista Drive Warrants
& Count Data
California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
8/21/2024
Coldwater Canyon Drive
Lago Vista Drive
SS 09/18/2024
1348
1348
7 7
1351
1351
10 10
1373
1373
14 14
1371
1371
12 12
1362
1362
7 7
1362
1362
11 11
1387
1387
1456
1456
6 6
3 3
8:00 AM
8:00 AM
9:00 AM
9:00 AM
11:00 AM
11:00 AM
12:00 PM
12:00 PM
3:00 PM
3:00 PM
4:00 PM
4:00 PM
5:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)
COUNT DATE
CALC DATE
DIST co RTE PM CHK DATE
Major St: Critical Approach Speed mph
Minor St: Critical Approach Speed mph
Speed limit or critical speed on major street traffic > 40 mph D } or
In built up area of isolated community of < 10,000 population D □
RURAL (R)
URBAN (U)
WARRANT 1-Eight Hour Vehicular Volume SATISFIED YES □ NO □ (Condition A or Condition B or combination of A and B must be satisfied) Condition A- Minimum Vehicle Volume
MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
100% SATISFIED YES □ NO □
80% SATISFIED YES □ NO □
u R u R
APPROACH 2 or More LANES
Both Approaches 350 600 420
Major Street (280) (480) (336)
Highest Approach 105 200 140
Minor Street (84) (160) (112)
Hour
our
100% SATISFIED YES □ NO □
MINIMUM REQUIREMENTS □ 80% SATISFIED YES □ NO
(80% SHOWN IN BRACKETS)
u I R u R
APPROACH 1 2 or More Ill/Ill H LANES
Both Approaches CR 525 900 630
Major Street (420) (720) (504)
Highest Approach ( 53 100 70
Minor Street (42) (80) (56)
Condition B-Interruption of Continuous Traffic
Combination of Conditions A & B SATISFIED YES □ NO □
REQUIREMENT CONDITION V FULFILLED
A. MINIMUM VEHICULAR VOLUME
TWO CONDITIONS Yes LJ No L SATISFIED 80% AND,
B. INTERRUPTION OF CONTINUOUS TRAFFIC
AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED Yes D No 0
TO SOLVE THE TRAFFIC PROBLEMS
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
P
1456
3 6:00 PM
P
P
P
P
P
P
P
P
P
3:00 PM
4:00 PM
5:00 PM
6:00 PM
1362
7 1362
11 1387 1456
6 3
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) SATISFIED YES □ NO □
our 2 or Ill H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
WARRANT 2- Four Hour Vehicular Volume
Record hourly vehicular volumes for any four hours of an average day.
AII plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes □ No □ OR, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes □ No □ WARRANT 3-Peak Hour
(Part A or Part B must be satisfied)
PARTA
(All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15-minute periods)
SATISFIED YES □ NO □
SATISFIED YES O NO 0
1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane Yes D No LJ approach, or five vehicle-hours for a two-lane approach; AND
2. The volume on the same minor street approach (one direction only) equals or exceeds Yes D No L 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND ----------------------------------------------------------------
3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.
Yes D No D
PARTB SATISFIED YES O NO 0
2 or H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
our
The plotted point falls above the applicable curve in Figure 4C-3. (URBAN AREAS) Yes □ No □ QR, The plotted point falls above the applicable curve in Figure 4C-4. (RURAL AREAS) Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 857
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
1355
1387
0 1
1387
1383
1 3
1393
1393
3 3
1459
1459
2 2
8:00 AM
11:00 AM
11:00 AM
12:00 PM
5:00 PM
5:00 PM
6:00 PM
6”00 PM
P
P
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) WARRANT 4-Pedestrian Volume
(Parts 1 and 2 Must Be Satisfied)
SATISFIED YES □ NO □
A.
Part 1 (Parts A or B must be satisfied)
Hours ---> I
Vehicles per hour for
any 4 hours
Pedestrians per hour for
any 4 hours
Figure 4C-5 or Figure 4C-6
SATISFIED YES □ NO □
B.
Hours --->
Vehicles per hour for
any 1 hour
Figure 4C-7 or Figure 4C-8
SATISFIED YES □ NO □
Pedestrians per hour for
any 1 hour
Part 2 SATISFIED YES □ NO □
AND, The distance to the nearest traffic signal along the major street is greater Yes D No LJ than 300 ft OR. The proposed traffic signal will not restrict progressive traffic flow along the major street. Yes D No LJ
YES EJ NO LJ
YES EJ NO LJ
SATISFIED YES □ NO □
SATISFIED YES □ NO □
r
ps < Minutes
AND Children > 20/hr
a
inutes and # of Children
Hou
Gaps Minutes Children Using Crossing
vs
Minutes Number of Adequate Gaps Ga
School Age Pedestrians Crossing Street / hr
WARRANT 5 - School Crossing
(Parts A and B Must Be Satisfied)
P:rt A
Gap/M
]AND, Consideration has been given to less restrictive remedial measures. [vesg ye_[ PartB SATISFIED YES □ NO □
The distance to the nearest traffic signal along the major street is greater Yes LI No LJ than300ft QR, The proposed signal will not restrict the progressive movement of traffic. Yes LJ No LJ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 858
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
1900 3500 - -
1459
P
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) WARRANT 6- Coordinated Signal System
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL
> 1000 ft N _ft, s __ ft, E __ ft, w __ ft Yes[J No[J
On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic control signals are so far apart that they do not provide the necessary degree of vehicular platooning. ---------------------------------- Yes LJ NoL] OR, On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation.
WARRANT 7-Crash Experience Warrant
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
Adequate trial of alternatives with satisfactory observance and enforcement has failed to Yes[] No[J reduce the crash frequency.
REQUIREMENTS Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury Yes EJ No[7 or damage exceeding the requirements for a reportable crash. ----------------- ---------------------------------
5OR MORE
REQUIREMENTS CONDITIONS V
Warrant 1, Condition AMinimum Vehicular Volume
ONE CONDITION OR, Warrant 1, Condition B- Yes LJ No[)
SATISFIED 80% Interruption of Continuous Traffic
OR, Warrant 4, Pedestrian Volume Condition
Ped Vol > 80% of Figure 4C-5 through Figure 4C-8
WARRANT 8-Roadway Network
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES V FULFILLED REQUIREMENTS During Typical Weekday Peak Hour Veh/Hr
and has 5-year projected traffic volumes that meet one or more 1000 Veh/Hr
of Warrants 1, 2, and 3 during an average weekday. �----------------------- >-- Yes[] NoL] OR
During Each of Any 5 Hrs. of a Sat. or Sun Veh/Hr
CHARACTERISTICS OF MAJOR ROUTES MAJOR MAJOR
ROUTE A ROUTE B
Hwy. System Serving as Principal Network for Through Traffic ------------------------- ----- --
Rural or
Suburban Highway Outside Of, Entering, or Traversing a City ------------------------- ----- 1- ---
Appears as Major Route on an Official Plan
Any Major Route Characteristics Met, Both Streets Yes LJ No£J The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 859
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 5 of 5) WARRANT 9 - Intersection Near a Grade Crossing
{Both Parts A and B Must Be Satisfied)
SATISFIED YES □ NO □
PARTA
A grade crossing exists on an approach controlled by a STOP or YIELD sign and the Yes L] No[7 center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach. Track Center Line to Limit Line ft PARJB
There is one minor street approach lane at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-9.
Major Street - Total of both approaches: _ VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calculate AF) = __ VPH �---------------------------------- Yes L] NoLJ QB, There are two or more minor street approach lanes at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-10.
Major Street - Total of both approaches · VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calcualte AF) = __ VPH The minor street approach volume may be multiplied by up to three following adjustment factors (AF) as described in Section 4C.10.
1- Number of Rail Traffic per Day Adjustment factor from table 4C-2_ 2- Percentage of High-Occupancy Buses on Minor Street Approach_Adjustment factor from table 4C-3 __ 3- Percentage of Tractor-Trailer Trucks on Minor Street Approach_ Adjustment factor from table 4C-4_ NOTE: If no data is availale or known, then use AF = 1 (no adjustment) California MUTCD 2014 Edition Page 860
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
30 2
1 h
1 1
0 13
1 4
47 18
1 6
0 2
5 3
6893
5169
636
813
991
350
59 Wednesday
7:00 AM to 10:00 AM, 11:00 AM to 1:00 PM,
3:00 PM to 7:00 PM
8:00 AM
6:00 PM
08/21/2024
1355
1459
Coldwater Canyon Drive & Lago Vista Drive
12216
Beverly Hills
34 Figure 4C-102 (CA). Traffic Count Worksheet
Number of Lanes
Pedestrians
Total° I Peak
0 I
- - -
. -
s
9 Not to Scale
- - - - - a
Insert North Point co
0 0
= 0
.e - - - - co
0 - 0
= <t 7+; - A AM Peak PM Peak Total'
I I ' \
-J I I I - ◄/ + » -r
c c
Q)
---1 I I I Q)
C/) 0 C/) 0
c AM Peak PM Peak Total' A c
"' I l I I I U C/) ·c: {] I I ]-
·c: C/)
Q) % - 7% - - Q)
c Q) % ( Q) c
c o I I I 1---
) ( ) ( ) o cU
-" Q) Q) -"
% 0 . 0 . %
a s I I I I s b
0 9 «4 t 9 0
E
) ' \ I E
- ( ) ( ) ( I - z -II z
a
.
]§ DIRECTIONAL TRAFFIC COUNT 9
.e - - - - - Dist __ Co.Rte __ PM
c
(
0 2
Cl.
- - - - Intersection Give Name
.e a cu
Entire Count Period Q)
0 2 City
<1
- - - -
Pedestrians
Total' I Peak Day Date
I
Number of Lanes
Hour to Hour
Total Volume
AM Peak _
Hour Volume
PM Peak _
Hour Volume
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500
MINOR
0o 4 1yI%6doaduuedgnudse I H
1LANE & T'LANE
APPR
H
V
S
I
O
O
T
G
L
A
R
H
U
C
E
E
M
H
E
R
E
T
.
-
3 20
00 0
} m] d"]/ 1/'p',"" ]I ]
[ LIle[IL
VPH
•
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) ff}
3300 le)I}I[
MINOR
STREET
HIGHERVOLUME
APPROACHVPH
100
llDO 300 400 IIDO IIDO 700 IIDO 900
80 60°
1000
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street with one lane.
California MUTCD 2014 Edition Page 851
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-3. Warrant 3, Peak Hour
MINOR
STREET
HIGHERVOLUME
APPROACH -
VPH
L_1_1_1_1_1_1_1::t::±�:t:::i:::t:::t=j 1500 100 100
400 500 600 700 800 900 1000 11 00 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
MINOR
STREET so0
HIGHERVOLUME
APPROACH- 200
VPH
100
LANES&2 MORE LANES [
1 LANE
100
75°
MAJOR STREET--TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street with one lane.
California MUTCD 2014 Edition Page 852
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume
500
400
TOTAL OF ALL
PEDESTRIANS 300
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
" " r--.....
-.............. ..
--
107
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 107 pph applies as the lower threshold volume.
75°
.... '� """"' i'---....
100 •
300
200
Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) 400
TOTAL OF ALL
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS
PER HOUR (PPH)
200 300 400 500 600 700 800 900
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 75 pph applies as the lower threshold volume.
1000
California MUTCD 2014 Edition Page 853
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-7. Warrant 4, Pedestrian Peak Hour
200
400
700
600
TOTAL OF ALL 500
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS 300
PER HOUR (PPH)
100
;",,,.
,.
"- ... 7.
7 �
._
.....
- .
133°
300 400 500 600 700 800 900 100011001200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 133 pph applies as the lower threshold volume.
' ......... r,,....,.
I'-.... '.
7 •
Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) 500
400
TOTAL OF ALL
PEDESTRIANS 800
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
200 300 400 500 600 700 800 900 1000 1100 1200
MAJOR STREET--TOTAL OF BOTH APPROACHES--
VEHICLES PER HOUR (VPH)
Note: 93 pph applies as the lower threshold volume
National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Lago Vista Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 3 46 0 0 0 188 5 0 2 0 1 0 0 0 0 0 245
7:15 AM 1 43 0 0 0 242 2 0 0 0 2 0 0 0 0 0 290
7:30 AM 2 56 0 0 0 232 0 0 0 0 0 0 0 0 0 0 290
7:45 AM 2 71 0 0 0 235 1 0 0 0 2 0 0 0 0 0 311
8:00 AM 0 77 0 0 0 232 1 0 1 0 1 0 0 0 0 0 312
8:15 AM 2 90 0 0 0 255 1 0 1 0 1 0 0 0 0 0 350
8:30 AM 1 94 0 0 0 242 0 0 0 0 2 0 0 0 0 0 339
8:45 AM 2 89 0 0 0 262 0 0 1 0 0 0 0 0 0 0 354
9:00 AM 3 90 0 0 0 227 3 0 0 0 3 0 0 0 0 0 326
9:15 AM 2 95 0 0 0 244 0 0 1 0 2 0 0 0 0 0 344
9:30 AM 1 114 0 0 0 249 0 0 0 0 0 0 0 0 0 0 364
9:45 AM 2 110 0 0 0 211 0 0 1 0 3 0 0 0 0 0 327
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 21 975 0 0 0 2819 13 0 7 0 17 0 0 0 0 0 3852 APPROACH %'s : 2.11% 97.89% 0.00% 0.00% 0.00% 99.54% 0.46% 0.00% 29.17% 0.00% 70.83% 0.00% PEAK HR : 8:00 AM 41 0 0 TOTAL
PEAK HR VOL : 5 350 0 0 0 991 2 0 3 0 4 0 0 0 0 0 1355
PEAK HR FACTOR : 0.625 0.931 0.000 0.000 0.000 0.946 0.500 0.000 0.750 0.000 0.500 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 3 124 0 0 0 215 2 0 0 0 1 0 0 0 0 0 345
11:15 AM 2 140 0 0 0 180 0 0 0 0 3 0 0 0 0 0 325
11:30 AM 0 137 0 0 0 246 1 0 1 0 4 0 0 0 0 0 389
11:45 AM 1 120 0 0 0 202 0 0 3 0 2 0 0 0 0 0 328
12:00 PM 0 149 0 0 0 152 7 0 0 0 1 0 0 0 0 0 309
12:15 PM 0 142 0 0 0 208 2 0 0 0 2 0 0 0 0 0 354
12:30 PM 3 138 0 0 0 212 0 0 0 0 4 0 0 0 0 0 357
12:45 PM 1 152 0 0 0 203 2 0 0 0 5 0 0 0 0 0 363
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 10 1102 0 0 0 1618 14 0 4 0 22 0 0 0 0 0 2770 APPROACH %'s : 0.90% 99.10% 0.00% 0.00% 0.00% 99.14% 0.86% 0.00% 15.38% 0.00% 84.62% 0.00% PEAK HR : 11:00 AM 161 0 0 TOTAL
PEAK HR VOL : 6 521 0 0 0 843 3 0 4 0 10 0 0 0 0 0 1387 PEAK HR FACTOR : 0.500 0.930 0.000 0.000 0.000 0.857 0.375 0.000 0.333 0.000 0.625 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 186 0 0 0 133 0 0 0 0 0 0 0 0 0 0 319
3:15 PM 0 189 0 0 0 164 0 0 1 0 1 0 0 0 0 0 355
3:30 PM 1 206 0 1 0 169 0 0 1 0 2 0 0 0 0 0 380
3:45 PM 0 174 0 0 0 139 0 0 1 0 1 0 0 0 0 0 315
4:00 PM 0 188 0 0 0 152 0 0 1 0 4 0 0 0 0 0 345
4:15 PM 1 201 0 0 0 145 0 0 2 0 1 0 0 0 0 0 350
4:30 PM 0 196 0 0 0 162 0 0 0 0 1 0 0 0 0 0 359
4:45 PM 0 179 0 0 0 138 0 0 0 0 2 0 0 0 0 0 319
5:00 PM 3 192 0 0 0 141 0 0 1 0 3 0 0 0 0 0 340
5:15 PM 1 203 0 0 0 162 1 0 0 0 1 0 0 0 0 0 368
5:30 PM 0 183 0 0 0 146 1 0 0 0 0 0 0 0 0 0 330
5:45 PM 3 182 0 0 0 169 0 0 0 0 1 0 0 0 0 0 355
6:00 PM 2 191 0 0 0 161 0 0 0 0 1 0 0 0 0 0 355
6:15 PM 4 205 0 0 0 150 0 0 0 0 2 0 0 0 0 0 361
6:30 PM 0 202 0 0 0 158 1 0 0 0 0 0 0 0 0 0 361
6:45 PM 0 215 0 0 0 167 0 0 0 0 0 0 0 0 0 0 382
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 15 3092 0 1 0 2456 3 0 7 0 20 0 0 0 0 0 5594 APPROACH %'s : 0.48% 99.49% 0.00% 0.03% 0.00% 99.88% 0.12% 0.00% 25.93% 0.00% 74.07% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 6 813 0 0 0 636 1 0 0 0 3 0 0 0 0 0 1459
PEAK HR FACTOR : 0.375 0.945 0.000 0.000 0.000 0.952 0.250 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.000 0.000 24-020266-002
8/21/2024
06:00 PM - 07:00 PM
0.955 0.952 0.954 0.375
11:00 AM - 12:00 PM
0.891 0.928 0.856 0.700
08:00 AM - 09:00 AM
0.957
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.934 0.948 0.875
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Coldwater Canyon Dr Coldwater Canyon Dr Lago Vista Dr Lago Vista Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Lago Vista Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 8:00 AM 41 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 11:00 AM 161 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
6:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 6
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24-020266-002
8/21/2024
06:00 PM - 07:00 PM
0.750 0.250 0.500
11:00 AM - 12:00 PM
0.250 0.250
08:00 AM - 09:00 AM
0.250
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.250
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Bikes
Coldwater Canyon Dr Coldwater Canyon Dr Lago Vista Dr Lago Vista Dr National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Lago Vista Dr Project ID:
City: Beverly Hills Date:
NS/EW Streets:
EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 2 0 2
7:30 AM 0 0 0 1 0 0 1 0 2
7:45 AM 0 0 0 0 0 0 1 0 1
8:00 AM 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0
9:00 AM 0 0 0 0 0 0 0 1 1
9:15 AM 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 1 0 0 4 1 6
APPROACH %'s : 0.00% 100.00% 80.00% 20.00%
PEAK HR : 8:00 AM 40 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR :
Headers NEB NWB SEB SWB ENS ESB WNB WSB
EB WB EB WB NB SB NB SB TOTAL
11:00 AM 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 1 0 1
12:00 PM 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 1 1
12:45 PM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 1 1 2
APPROACH %'s : 50.00% 50.00%
PEAK HR : 11:00 AM 159 -2 -2 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 1 0 1
PEAK HR FACTOR : 0.250
EB WB EB WB NB SB NB SB TOTAL
3:00 PM 0 0 0 0 0 0 0 1 1
3:15 PM 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 2 2
5:15 PM 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 1 0 1
6:00 PM 0 0 0 0 0 0 0 0 0
6:15 PM 0 0 0 0 0 0 0 1 1
6:30 PM 0 0 0 0 0 0 1 0 1
6:45 PM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 2 4 6
APPROACH %'s : 33.33% 66.67%
PEAK HR : 6:00 PM 294 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 1 1 2
PEAK HR FACTOR : 0.250 0.250
24-020266-002
8/21/2024
0.500 0.500
06:00 PM - 07:00 PM
11:00 AM - 12:00 PM
0.250 0.250
PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG
08:00 AM - 09:00 AM
AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
Data - Pedestrians (Crosswalks)
Coldwater Canyon Dr Coldwater Canyon Dr Lago Vista Dr Lago Vista Dr City of Beverly Hills
10/25/2024
Appendix E – Coldwater Cañon
Drive & Monte Cielo Drive
Warrants & Count Data
California MUTCD 2014 Edition Page 855
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
8/21/2024
Coldwater Canyon Drive
Monte Cielo Drive
SS 09/18/2024
1319
1319
10 10
1321
1321
13 13
1367
1367
17 17
1341
1341
16 16
1345
1345
13 13
1316
1316
9 9
1360
1360
1450
1450
13 13
4 4
8:00 AM
8:00 AM
9:00 AM
9:00 AM
11:00 AM
11:00 AM
12:00 PM
12:00 PM
3:00 PM
3:00 PM
4:00 PM
4:00 PM
5:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)
COUNT DATE
CALC DATE
DIST co RTE PM CHK DATE
Major St: Critical Approach Speed mph
Minor St: Critical Approach Speed mph
Speed limit or critical speed on major street traffic > 40 mph D } or
In built up area of isolated community of < 10,000 population D □
RURAL (R)
URBAN (U)
WARRANT 1-Eight Hour Vehicular Volume SATISFIED YES □ NO □ (Condition A or Condition B or combination of A and B must be satisfied) our
100% SATISFIED YES □ NO □
MINIMUM REQUIREMENTS □ 80% SATISFIED YES LJ NO
(80% SHOWN IN BRACKETS)
u R u R
APPROACH 1 2 or More I I I I H LANES -
Both Approaches 500 350 600 420
Major Street # (280) (480) (336)
Highest Approach 105 200 140
Minor Street 120 (84) (160) (112)
Condition A- Minimum Vehicle Volume
our
100% SATISFIED YES □ NO □
MINIMUM REQUIREMENTS □ 80% SATISFIED YES □ NO
(80% SHOWN IN BRACKETS)
u I R u R
APPROACH 1 2 or More Ill/Ill H LANES
Both Approaches CE 525 900 630
Major Street (420) (720) (504)
Highest Approach ( 53 100 70
Minor Street (42) (80) (56)
Condition B-Interruption of Continuous Traffic
Combination of Conditions A & B SATISFIED YES □ NO □
REQUIREMENT CONDITION V FULFILLED
A. MINIMUM VEHICULAR VOLUME
TWO CONDITIONS Yes LJ No L SATISFIED 80% AND,
B. INTERRUPTION OF CONTINUOUS TRAFFIC
AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED Yes D No 0
TO SOLVE THE TRAFFIC PROBLEMS
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 856
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
P
1450
4 6:00 PM
P
P
P
P
P
P
P
P
P
P
3:00 PM
4:00 PM
5:00 PM
6:00 PM
1345
13 1316
9 1360 1450
13 4
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) SATISFIED YES □ NO □
our 2 or Ill H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
WARRANT 2- Four Hour Vehicular Volume
Record hourly vehicular volumes for any four hours of an average day.
AII plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes □ No □ OR, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes □ No □ WARRANT 3-Peak Hour
(Part A or Part B must be satisfied)
PARTA
(All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15-minute periods)
SATISFIED YES □ NO □
SATISFIED YES O NO 0
1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane Yes D No LJ approach, or five vehicle-hours for a two-lane approach; AND
2. The volume on the same minor street approach (one direction only) equals or exceeds Yes D No L 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND ----------------------------------------------------------------
3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.
Yes D No D
PARTB SATISFIED YES O NO 0
2 or H APPROACH LANES One More
Both Approaches - Major Street
Higher Approach - Minor Street
our
The plotted point falls above the applicable curve in Figure 4C-3. (URBAN AREAS) Yes □ No □ QR, The plotted point falls above the applicable curve in Figure 4C-4. (RURAL AREAS) Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 857
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
1339
1384
2 0
1384
1357
0 1
1373
1373
1 1
1454
1454
2 2
8:45 AM
11:00 AM
11:00 AM
12:00 PM
5:00 PM
5:00 PM
6:00 PM
6:00 PM
P
P
P
P
P
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) WARRANT 4-Pedestrian Volume
(Parts 1 and 2 Must Be Satisfied)
SATISFIED YES □ NO □
A.
Part 1 (Parts A or B must be satisfied)
Hours ---> I
Vehicles per hour for
any 4 hours
Pedestrians per hour for
any 4 hours
Figure 4C-5 or Figure 4C-6
SATISFIED YES □ NO □
B.
Hours --->
Vehicles per hour for
any 1 hour
Figure 4C-7 or Figure 4C-8
SATISFIED YES □ NO □
Pedestrians per hour for
any 1 hour
Part 2 SATISFIED YES □ NO □
AND, The distance to the nearest traffic signal along the major street is greater Yes D No LJ than 300 ft OR. The proposed traffic signal will not restrict progressive traffic flow along the major street. Yes D No LJ
YES EJ NO LJ
YES EJ NO LJ
SATISFIED YES □ NO □
SATISFIED YES □ NO □
r
ps < Minutes
AND Children > 20/hr
a
inutes and # of Children
Hou
Gaps Minutes Children Using Crossing
vs
Minutes Number of Adequate Gaps Ga
School Age Pedestrians Crossing Street / hr
WARRANT 5 - School Crossing
(Parts A and B Must Be Satisfied)
P:rt A
Gap/M
]AND, Consideration has been given to less restrictive remedial measures. [vesg ye_[ PartB SATISFIED YES □ NO □
The distance to the nearest traffic signal along the major street is greater Yes LI No LJ than300ft QR, The proposed signal will not restrict the progressive movement of traffic. Yes LJ No LJ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 858
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
650 - - -
1454
P
P
P
P
P
P
P
P
P
P
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) WARRANT 6- Coordinated Signal System
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL
> 1000 ft N _ft, s __ ft, E __ ft, w __ ft Yes[J No[J
On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic control signals are so far apart that they do not provide the necessary degree of vehicular platooning. ---------------------------------- Yes LJ NoL] OR, On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation.
WARRANT 7-Crash Experience Warrant
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
Adequate trial of alternatives with satisfactory observance and enforcement has failed to Yes[] No[J reduce the crash frequency.
REQUIREMENTS Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury Yes EJ No[7 or damage exceeding the requirements for a reportable crash. ----------------- ---------------------------------
5OR MORE
REQUIREMENTS CONDITIONS V
Warrant 1, Condition AMinimum Vehicular Volume
ONE CONDITION OR, Warrant 1, Condition B- Yes LJ No[)
SATISFIED 80% Interruption of Continuous Traffic
OR, Warrant 4, Pedestrian Volume Condition
Ped Vol > 80% of Figure 4C-5 through Figure 4C-8
WARRANT 8-Roadway Network
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES V FULFILLED REQUIREMENTS During Typical Weekday Peak Hour Veh/Hr
and has 5-year projected traffic volumes that meet one or more 1000 Veh/Hr
of Warrants 1, 2, and 3 during an average weekday. �----------------------- >-- Yes[] NoL] OR
During Each of Any 5 Hrs. of a Sat. or Sun Veh/Hr
CHARACTERISTICS OF MAJOR ROUTES MAJOR MAJOR
ROUTE A ROUTE B
Hwy. System Serving as Principal Network for Through Traffic ------------------------- ----- --
Rural or
Suburban Highway Outside Of, Entering, or Traversing a City ------------------------- ----- 1- ---
Appears as Major Route on an Official Plan
Any Major Route Characteristics Met, Both Streets Yes LJ No£J The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 859
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
P
P
P
N/A
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 5 of 5) WARRANT 9 - Intersection Near a Grade Crossing
{Both Parts A and B Must Be Satisfied)
SATISFIED YES □ NO □
PARTA
A grade crossing exists on an approach controlled by a STOP or YIELD sign and the Yes L] No[7 center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach. Track Center Line to Limit Line ft PARJB
There is one minor street approach lane at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-9.
Major Street - Total of both approaches: _ VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calculate AF) = __ VPH �---------------------------------- Yes L] NoLJ QB, There are two or more minor street approach lanes at the track crossing - During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point falls above the applicable curve in Figure 4C-10.
Major Street - Total of both approaches · VPH
V
Minor Street - Crosses the track (one direction only, approaching the intersection):
PH X AF (Use Tables 4C-2, 3, & 4 below to calcualte AF) = __ VPH The minor street approach volume may be multiplied by up to three following adjustment factors (AF) as described in Section 4C.10.
1- Number of Rail Traffic per Day Adjustment factor from table 4C-2_ 2- Percentage of High-Occupancy Buses on Minor Street Approach_Adjustment factor from table 4C-3 __ 3- Percentage of Tractor-Trailer Trucks on Minor Street Approach_ Adjustment factor from table 4C-4_ NOTE: If no data is availale or known, then use AF = 1 (no adjustment) California MUTCD 2014 Edition Page 860
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
37 2
1 h
1 2
0 11
1 0
2 54
36 6
4 3
5 5
3 6775
5068
628
812
939
376
4 1
62 Wednesday
7:00 AM to 10:00 AM, 11:00 AM to 1:00 PM,
3:00 PM to 7:00 PM
8:45 AM
6:00 PM
08/21/2024
1339
1454
Coldwater Canyon Drive & Monte Cielo Drive
12037
Beverly Hills
1 1
10 Figure 4C-102 (CA). Traffic Count Worksheet
Number of Lanes
Pedestrians
Total° I Peak
0 I
- - -
. -
s
9 Not to Scale
- - - - - a
Insert North Point co
0 0
= 0
.e - - - - co
0 - 0
= <t 7+; - A AM Peak PM Peak Total'
I I ' \
-J I I I - ◄/ + » -r
c c
Q)
---1 I I I Q)
C/) 0 C/) 0
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.e - - - - - Dist __ Co.Rte __ PM
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Entire Count Period Q)
0 2 City
<1
- - - -
Pedestrians
Total' I Peak Day Date
I
Number of Lanes
Hour to Hour
Total Volume
AM Peak _
Hour Volume
PM Peak _
Hour Volume
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
500
MINOR
0o 4 1yI%6doaduuedgnudse I H
1LANE & T'LANE
APPR
H
V
S
I
O
O
T
G
L
A
R
H
U
C
E
E
M
H
E
R
E
T
.
-
3 20
00 0
} m] d"]/ 1/'p',"" ]I ]
[ LIle[IL
VPH
••
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) ff}
3300 le)I}I[
MINOR
STREET
HIGHERVOLUME
APPROACHVPH
100
llDO 300 400 IIDO IIDO 700 IIDO 900
80 60°
1000
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street with one lane.
California MUTCD 2014 Edition Page 851
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-3. Warrant 3, Peak Hour
MINOR
STREET
HIGHERVOLUME
APPROACH -
VPH
L_1_1_1_1_1_1_1::t::±�:t:::i:::t:::t=j 1500 100 100
•
400 500 600 700 800 900 1000 11 00 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
MINOR
STREET so0
HIGHERVOLUME
APPROACH- 200
VPH
100
LANES&2 MORE LANES [
1 LANE
100
75°
MAJOR STREET--TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.
California MUTCD 2014 Edition Page 852
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume
500
400
TOTAL OF ALL
PEDESTRIANS 300
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
" " r--.....
-.............. ..
.
107
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) "Note: 107 pph applies as the lower threshold volume.
75°
.... '� """"' i'---....
100 •
300
200
Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) 400
TOTAL OF ALL
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS
PER HOUR (PPH)
200 300 400 500 600 700 800 900
MAJOR STREET--TOTAL OF BOTH APPROACHES
VEHICLES PER HOUR (VPH)
Note: 75 pph applies as the lower threshold volume.
1000
California MUTCD 2014 Edition Page 853
(FHWA’s MUTCD 2009 Edition, including Revisions 1,2, &3, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
_____________________________________________________________________________________ N/A
Figure 4C-7. Warrant 4, Pedestrian Peak Hour
200
400
700
600
TOTAL OF ALL 500
PEDESTRIANS
CROSSING
MAJOR STREETPEDESTRIANS 300
PER HOUR (PPH)
100
;",,,.
,.
"- ... 7.
7 �
._
.....
-- .
133°
300 400 500 600 700 800 900 100011001200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) Note: 133 pph applies as the lower threshold volume.
' ......... r,,....,.
I'-.... '.
7 •
Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) 500
400
TOTAL OF ALL
PEDESTRIANS 800
CROSSING
MAJOR STREETPEDESTRIANS 200
PER HOUR (PPH)
100
200 300 400 500 600 700 800 900 1000 1100 1200
MAJOR STREET--TOTAL OF BOTH APPROACHES--
VEHICLES PER HOUR (VPH)
Note: 93 pph applies as the lower threshold volume
National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Monte Cielo Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 44 0 0 0 201 1 0 0 0 1 0 0 0 0 0 248
7:15 AM 1 42 0 0 0 229 2 0 0 0 1 0 0 0 0 0 275
7:30 AM 1 52 0 0 0 243 2 0 0 0 1 0 0 0 0 0 299
7:45 AM 4 70 0 1 0 224 1 0 0 0 0 0 0 0 0 0 300
8:00 AM 1 76 0 0 0 238 2 0 1 0 0 0 0 0 0 0 318
8:15 AM 0 87 0 0 0 250 0 0 0 0 1 0 0 0 0 0 338
8:30 AM 1 91 0 0 0 240 2 0 1 0 4 0 0 0 0 0 339
8:45 AM 1 86 0 0 0 243 1 0 0 0 3 0 0 0 0 0 334
9:00 AM 1 82 0 0 0 230 1 0 0 0 5 0 1 0 0 0 320
9:15 AM 1 96 0 0 0 239 2 0 1 0 1 0 0 0 0 0 340
9:30 AM 2 112 0 0 0 227 1 0 2 0 1 0 0 0 0 0 345
9:45 AM 3 113 0 0 0 210 1 0 2 0 1 0 0 0 0 0 330
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 17 951 0 1 0 2774 16 0 7 0 19 0 1 0 0 0 3786 APPROACH %'s : 1.75% 98.14% 0.00% 0.10% 0.00% 99.43% 0.57% 0.00% 26.92% 0.00% 73.08% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 8:45 AM 44 0 0 TOTAL
PEAK HR VOL : 5 376 0 0 0 939 5 0 3 0 10 0 1 0 0 0 1339 PEAK HR FACTOR : 0.625 0.839 0.000 0.000 0.000 0.966 0.625 0.000 0.375 0.000 0.500 0.000 0.250 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 1 114 0 0 0 220 2 0 0 0 2 0 0 0 0 0 339
11:15 AM 4 128 0 0 0 181 2 0 3 0 3 0 0 0 0 0 321
11:30 AM 3 142 0 0 0 244 2 1 2 0 3 0 0 0 0 0 397
11:45 AM 1 125 0 0 0 197 0 0 3 0 1 0 0 0 0 0 327
12:00 PM 2 142 0 1 0 147 1 1 4 0 2 0 0 0 0 0 300
12:15 PM 1 134 0 0 0 219 1 1 1 0 2 0 0 0 0 0 359
12:30 PM 1 136 0 0 0 207 2 0 0 0 4 0 0 0 0 0 350
12:45 PM 1 146 0 0 0 196 1 1 1 0 2 0 0 0 0 0 348
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 14 1067 0 1 0 1611 11 4 14 0 19 0 0 0 0 0 2741 APPROACH %'s : 1.29% 98.61% 0.00% 0.09% 0.00% 99.08% 0.68% 0.25% 42.42% 0.00% 57.58% 0.00% PEAK HR : 11:00 AM 161 0 0 TOTAL
PEAK HR VOL : 9 509 0 0 0 842 6 1 8 0 9 0 0 0 0 0 1384
PEAK HR FACTOR : 0.563 0.896 0.000 0.000 0.000 0.863 0.750 0.250 0.667 0.000 0.750 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 174 0 0 0 129 1 0 0 0 3 0 0 0 0 0 307
3:15 PM 3 196 0 0 0 166 0 0 2 0 1 0 0 0 0 0 368
3:30 PM 3 197 0 0 0 156 1 0 0 0 2 0 0 0 0 0 359
3:45 PM 1 171 0 1 0 145 1 0 1 0 4 0 0 0 0 0 324
4:00 PM 2 186 0 0 0 146 0 0 2 0 2 0 0 0 0 0 338
4:15 PM 0 185 0 1 0 138 0 0 2 0 1 0 0 0 0 0 327
4:30 PM 0 198 0 0 0 154 0 0 0 0 1 0 0 0 0 0 353
4:45 PM 2 177 0 0 0 127 0 0 1 0 0 0 0 0 0 0 307
5:00 PM 0 196 0 0 0 137 1 0 0 0 4 0 0 0 0 0 338
5:15 PM 0 188 0 0 0 158 0 0 2 0 2 0 0 0 0 0 350
5:30 PM 2 182 0 0 0 154 0 0 1 0 2 0 0 0 0 0 341
5:45 PM 1 188 0 1 0 152 0 0 1 0 1 0 0 0 0 0 344
6:00 PM 3 191 0 0 0 156 0 0 0 0 0 0 0 0 0 0 350
6:15 PM 0 187 0 0 0 151 1 0 1 0 1 0 0 0 0 0 341
6:30 PM 0 205 0 0 0 149 4 0 1 0 0 0 0 0 0 0 359
6:45 PM 1 229 0 0 0 172 1 0 1 0 0 0 0 0 0 0 404
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 18 3050 0 3 0 2390 10 0 15 0 24 0 0 0 0 0 5510 APPROACH %'s : 0.59% 99.32% 0.00% 0.10% 0.00% 99.58% 0.42% 0.00% 38.46% 0.00% 61.54% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 4 812 0 0 0 628 6 0 3 0 1 0 0 0 0 0 1454
PEAK HR FACTOR : 0.333 0.886 0.000 0.000 0.000 0.913 0.375 0.000 0.750 0.000 0.250 0.000 0.000 0.000 0.000 0.000 Data - Totals
Coldwater Canyon Dr Coldwater Canyon Dr Monte Cielo Dr Monte Cielo Dr
0.836 0.967 0.650 0.250
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
24-020266-001
8/21/2024
06:00 PM - 07:00 PM
0.900 0.887 0.916 0.500
11:00 AM - 12:00 PM
0.872 0.893 0.859 0.708
08:45 AM - 09:45 AM
0.970
National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Monte Cielo Dr
City: Beverly Hills Project ID:
Control: 1-Way Stop(EB) Date:
NS/EW Streets:
1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 8:45 AM 44 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
APPROACH %'s : 0.00% 100.00% 0.00% 0.00%
PEAK HR : 11:00 AM 161 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
6:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
6:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 6
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 6:00 PM 297 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 3
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Data - Bikes
Coldwater Canyon Dr Coldwater Canyon Dr Monte Cielo Dr Monte Cielo Dr
0.500
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
24-020266-001
8/21/2024
06:00 PM - 07:00 PM
0.750 0.250 0.500
11:00 AM - 12:00 PM
0.250 0.250
08:45 AM - 09:45 AM
0.500
National Data & Surveying Services
Intersection Turning Movement Count
Location: Coldwater Canyon Dr & Monte Cielo Dr Project ID:
City: Beverly Hills Date:
NS/EW Streets:
EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 3 3
7:30 AM 0 0 0 0 0 0 2 0 2
7:45 AM 0 0 1 0 0 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0
9:00 AM 0 0 0 0 0 0 0 1 1
9:15 AM 0 0 0 1 0 0 0 0 1
9:30 AM 0 0 0 0 0 0 0 0 0
9:45 AM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 1 1 0 0 2 4 8
APPROACH %'s : 50.00% 50.00% 33.33% 66.67%
PEAK HR : 8:45 AM 43 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 1 0 0 0 1 2
PEAK HR FACTOR : 0.250 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB
EB WB EB WB NB SB NB SB TOTAL
11:00 AM 0 0 0 0 0 0 0 0 0
11:15 AM 0 0 0 0 0 0 0 0 0
11:30 AM 0 0 0 0 0 0 0 0 0
11:45 AM 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 0 0 0 0 1 1
12:30 PM 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 0 1 1
APPROACH %'s : 0.00% 100.00%
PEAK HR : 11:00 AM 159 -2 -2 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0
PEAK HR FACTOR :
EB WB EB WB NB SB NB SB TOTAL
3:00 PM 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 1 0 1
3:45 PM 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 1
5:15 PM 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0
6:00 PM 0 0 0 0 0 0 1 0 1
6:15 PM 0 0 0 0 0 0 0 0 0
6:30 PM 0 0 0 0 0 0 0 0 0
6:45 PM 0 0 0 0 0 0 1 0 1
EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 0 0 0 0 3 1 4
APPROACH %'s : 75.00% 25.00%
PEAK HR : 6:00 PM 294 -3 -3 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 2 0 2
PEAK HR FACTOR : 0.500
Data - Pedestrians (Crosswalks)
Coldwater Canyon Dr Coldwater Canyon Dr Monte Cielo Dr Monte Cielo Dr
0.250 0.250
08:45 AM - 09:45 AM
AM NORTH LEG SOUTH LEG EAST LEG WEST LEG
NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG
PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
24-020266-001
8/21/2024
0.500 0.500
06:00 PM - 07:00 PM
11:00 AM - 12:00 PM
0.500