Middlefield Road Traffic Study - FINAL Report 06.08.26 — Atherton City Council, June 17, 2026

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TECHNICAL MEMORANDUM
Date: June 8, 2026
To: Robert Ovadia, PE
Director of Public Works
Town of Atherton
80 Fair Oaks Lane,
Atherton, CA 94027
[email protected]
(650) 752-0541
Project No.: 267-008
From: Amit Kothari, TE
Director, TJKM
Praveena Samaleti, EIT, RSP1
Senior Transportation Planner, TJKM
Aayush Kalantri
Transportation Engineer, TJKM
Jurisdiction: Town of Atherton
Subject: Signal Warrant Analysis and Evaluation of Rectangular Rapid Flashing Beacon (RRFB) and High Intensity Activated Crosswalk (HAWK) for Two Study Intersections along Middlefield Road in the Town of Atherton, California.

EXECUTIVE SUMMARY
In January 2026, Town of Atherton retained TJKM Transportation Consultants to conduct three studies.

Study A focuses on the Parking Study for the Town Center Complex and Vicinity, and Holbrook Palmer Park Parking Lot; Study B is for the Traffic Study for Middlefield Road; and Study C is for the Dinkelspiel Station Lane One-Way Operations. This technical memorandum presents analysis and results for Study B that involved warrants analysis for a new traffic signal, RRFB and HAWK at two study intersections – Middlefield Road and Watkins Avenue and Middlefield Road and Fair Oaks Lane/Palmer Lane.

For the Middlefield Road and Watkins Avenue intersection, Traffic Signal Warrants 1, 2, and 3 are satisfied because the eight-hour vehicular volume meets the required threshold for Condition B and attains 80 percent of the thresholds for Conditions A and B. Additionally, the four-hour vehicular volume and the peak-hour volume meet their respective criteria, including criterion B. Warrants 4 through 8 are not satisfied since pedestrian volumes fall short of the required levels, an insufficient number of schoolchildren were observed not meeting the school crossing warrant, the nearby signalized intersection lies less than 1,000 feet away, preventing compliance with the coordinated signal system warrant, only one crash occurred within a 12-month period, and the roadway network lacks enough major routes to fulfill the network warrant. Furthermore, because pedestrian crossing volumes are low, neither the High Intensity Activated Crosswalk (HAWK) nor the Rectangular RapidFlashing Beacon (RRFB) criteria are met at the intersection. Table 1 below provides the summary of the traffic signal warrant analysis for Middlefield Road and Watkins Avenue. 1 Table 1: Summary for Warrants for Middlefield Road and Watkins Avenue Warrant Description Summary of Analysis Warrant Met?
1 Eight-Hour Vehicular Volume
100% Volume threshold met for Condition B
and 80% volume threshold met for Condition A
and B.

Yes
2 Four-Hour Vehicular Volume Volume threshold for four hours are met. Yes 3 Peak Hour Volume threshold for criterion B of Peak Hour is met.

Yes
4 Pedestrian Volume Volume threshold not met. No
5 School Crossing Less number of Schoolchildren recorded. No 6 Coordinated Signal System Distance from adjacent signalized intersection is less than 1,000 ft. No
7 Crash Experience 1 crash reported within a 12-month period. No 8 Roadway Network Only one major route for Middlefield Road, but none for Watkins Avenue. No
9 Intersection Near a Grade Crossing
Not applicable as there is no railroad grade
crossing located within 140 ft. of the
intersection.

No
For the Middlefield Road and Fair Oaks Lane/Palmer Lane intersection, the Traffic Signal Warrants 1, 2, and 3 are satisfied since vehicular volumes meet the eight-hour, four-hour, and peak-hour criteria, respectively. Warrants 4 through 8, however, are not met because pedestrian volumes are below the required threshold, too few schoolchildren were recorded to justify the school crossing warrant, the nearby signalized intersection is located within 1,000 feet, thus not meeting the coordinated signal system warrant, crash data do not satisfy the crash experience requirement, and the roadway network lacks a sufficient number of major routes to meet the network warrant. Moreover, due to low pedestrian crossing volumes, the criteria for both the High Intensity Activated Crosswalk (HAWK) and the Rectangular Rapid-Flashing Beacon (RRFB) are not met at this location. Table 2 below provides the summary of the warrant analysis for Middlefield Road and Fair Oaks Lane/Palmer Lane.

Table 2: Summary of Warrants for Middlefield Road and Fair Oaks Lane/Palmer Lane Warrant Description Summary of Analysis Warrant Met?
1 Eight-Hour Vehicular Volume Volume threshold met for 80% threshold for Conditions A and B. Yes
2 Four-Hour Vehicular Volume Volume threshold for four hours are met. Yes 3 Peak Hour Volume threshold met for peak hour. Yes
4 Pedestrian Volume Volume threshold not met. No
5 School Crossing Less number of Schoolchildren recorded. No 6 Coordinated Signal System Distance from adjacent signalized intersection is less than 1,000 ft. No
7 Crash Experience 2 crashes within 12 months. All parts are not met.

No
8 Roadway Network Only one major route for Middlefield Road, but none for Fair Oaks Lane or Palmer Lane. No
9 Intersection Near a Grade Crossing
Not applicable as there is no railroad grade
crossing located within 140 ft. of the
intersection.

No
Detailed analysis and results are further discussed below. 2 INTRODUCTION
This technical memorandum presents result of a comprehensive evaluation of traffic signal warrants (Warrants 1 through 8) at two study intersections along Middlefield Road as requested by the Town of Atherton, in accordance with the criteria outlined in the California Manual on Uniform Traffic Control Devices (California MUTCD), 2026 Edition. The analysis incorporates peak hour turning movement counts, 8-hour vehicular volumes, and pedestrian crossing volumes to determine warrant satisfaction.

In addition, this memorandum discusses results of the evaluation for the applicability of alternative pedestrian crossing treatments, including a Rectangular Rapid Flashing Beacon (RRFB) and a HighIntensity Activated Crosswalk (HAWK) signal, based on pedestrian demand, roadway geometry, vehicular speeds, and safety considerations.

STUDY AREA
The Study included two intersections shown in the Vicinity Map below.

Middlefield Road and Watkins Avenue is a stop-controlled intersection with Watkins Avenue operating under stop control. Middlefield Road functions as a primary east-west arterial through the Town of Atherton, carrying relatively higher traffic volumes and serving regional connectivity. The intersection experiences peak hour turning movements associated with residential access, with limited pedestrian crossing opportunities across Middlefield Road due to higher vehicle speeds and traffic continuity. The peak-hour volume entering the intersection was recorded at 1,639 vehicles per hour (veh/h). The posted speed limit on Middlefield Road is 30 miles per hour (mph), while the posted speed limit on Watkins Avenue is 25 mph in the vicinity of the intersection.

Middlefield Road and Fair Oaks Lane/Palmer Lane is a closely spaced, offset unsignalized intersection, with Fair Oaks Lane and Palmer Lane forming a split intersection along Middlefield Road.

Both minor approaches operate under stop control, while Middlefield Road remains free-flowing. This configuration introduces potential operational and safety challenges, including conflicts, limited sight distance, and difficulty for pedestrians crossing the arterial. The intersection serves local residential traffic and generates intermittent peak hour turning movements, particularly during commuter periods. The peak-hour volume entering the intersection was recorded at 1,336 veh/h. The posted speed limit on Middlefield Road is 30 mph, while the posted speed limits on Fair Oaks Lane and Palmer Lane are 25 mph in the vicinity of the intersection.

DATA COLLECTION
TJKM collected 24-hour Average Daily Traffic (ADT) counts and 7-hour turning movement counts (TMC). 24-hour ADT was collected right next to the intersection leg for all the legs at the two study intersections to conduct the warrant analysis. ADT was collected on Tuesday, March 10, 2026, when the schools were in session. Below are the locations of ADT counts –

1. Middlefield Road, east of Watkins Avenue

2. Middlefield Road, west of Watkins Avenue

3. Watkins Avenue, south of Middlefield Road

4. Middlefield Road, east of Fair Oaks Lane/Palmer Lane

5. Middlefield Road, west of Fair Oaks Lane/Palmer Lane

6. Fair Oaks Lane, south of Middlefield Road

7. Palmer Lane, north of Middlefield Road
3 Vicinity Map
Turning Movement Counts (TMC) were collected for vehicles with peds and bikes for seven hours, three hours for the AM peak period and four hours for the PM peak period. TMC were collected on the same day of ADT on Tuesday, March 10, 2026, for the AM peak period between 07:00 AM to 10:00 AM and the PM peak period between 02:00 PM to 06:00 PM. Raw collision data was provided by the Town for both the study intersections. Appendix A contains recoded average daily traffic, turning movement counts and the provided collision data.

ANALYSIS AND RESULTS
The study included warrant analysis for a Traffic Signal, HAWK and RRFB, further discussed in Section I, II and III, respectively. The following appendices are also included – 4 • Appendix A: Data Collection (Average Daily Traffic Counts, Turning Movement Counts, and Raw Collision Data) [13]
• Appendix B: California MUTCD 2026 Edition Guidelines for Warrant Analysis [53] • Appendix C: Warrant 1, Eight-Hour Vehicular Volume Detailed Evaluation [98] • Appendix D: Detailed Traffic Signal Warrants Worksheet [101] I – Traffic Signal Warrant Analysis
There are total eight applicable signal warrants that apply at the two study intersections. The warrant analysis was conducted based on the guidelines established in the California MUTCD, 2026 Edition.

Middlefield Road and Watkins Avenue
Warrant 1 – Eight-Hour Vehicular Volume
Warrant 1 evaluates whether traffic volumes on the major street and the critical minor streets are sufficiently high to justify signalization over an extended period of the day. This warrant considers both individual and combined approach volumes and compares them against thresholds established in the California MUTCD, 2026 Edition. The intent is to identify locations where recurring traffic demand results in operational inefficiencies or delays that may be mitigated through signal control.

Both Condition A (Minimum Vehicular Volume) and Condition B (Interruption of Continuous Traffic) were evaluated for Warrant 1. Based on a comparison of the major-street and critical minor-street volumes to the 100 percent threshold criteria, four hours under Condition A and more than eight hours under Condition B exceeded the applicable thresholds. Accordingly, the MUTCD requirement of a minimum of eight qualifying hours is satisfied under Condition B. In addition, when comparing the combined approach volumes to 80 percent of the threshold criteria, both Condition A and Condition B recorded more than eight hours exceeding the reduced thresholds. Hence, warrant 1 is satisfied.

Detailed evaluation for Eight Hour Warrant 1 is contained in Appendix C.

Warrant 2 – Four-Hour Vehicular Volume
Warrant 2 evaluates whether traffic volumes during any four hours of an average day are sufficient to justify signalization. In accordance with the California MUTCD, 2026 Edition, this warrant is assessed by comparing the total volume on both approaches of the major street with the higher-volume approach on the minor street. These volumes are plotted against the criteria presented in Figure 4C1, and the warrant is considered satisfied when the plotted points fall above the applicable curve.

As required, four individual hours of traffic volumes were selected and analyzed. The evaluated hours include one hour from 8:00 AM to 9:00 AM, two hours from 2:00 PM to 4:00 PM, and one hour from 5:00 PM to 6:00 PM. For each of these hours, the total volume on the major street (both approaches) was plotted against the higher-volume minor street approach on Figure 4C-1 of the California MUTCD.

All plotted data points fall above the applicable curve. Hence, warrant 2 is satisfied. The plotted chart for Four Hour Warrant 2 is provided in Appendix D.

Warrant 3 – Peak Hour Volume
Warrant 3 evaluates traffic conditions during the single highest hour of an average day to determine whether a traffic signal is justified. In accordance with the California MUTCD, 2026 Edition, this warrant is intended to address locations where minor-street traffic experiences excessive delay when 5 attempting to enter or cross a major street during peak traffic conditions. The analysis is conducted using the criteria and curves presented in Figure 4C-3.

The California MUTCD specifies that satisfying any one of the applicable criteria is sufficient to meet the warrant. For this analysis, Criterion B was evaluated. This criterion requires that the plotted point representing the major-street traffic volume (total of both approaches) and the corresponding minorstreet traffic volume (higher-volume approach, one direction only) during the peak hour of an average day falls above the applicable curve in Figure 4C-3.

The peak hour volume from 3:00 PM to 4:00 PM was plotted on Figure 4C-3 and falls above the applicable curve. Accordingly, Criterion B is met. Hence, warrant 3 is satisfied. Appendix D includes the plotted chart for Peak Hour Warrant 3.

Warrant 4 – Pedestrian Volume
Warrant 4 evaluates the need for a traffic signal based on pedestrian crossing demand at an intersection or midblock location. In accordance with the California MUTCD, 2026 Edition, this warrant assesses whether pedestrian volumes, in combination with vehicular traffic on the major street, create conditions that justify signalization. The evaluation is conducted using the criteria and curves presented in Figures 4C-5 and 4C-6.

For each of these hours, the total major-street volume (both approaches) was plotted against the corresponding pedestrian volumes crossing the major street. All plotted points fall below the applicable curve; therefore, Criterion A is not met.

Under Criterion B, the peak hour from 5:00 PM to 6:00 PM was evaluated by plotting the total majorstreet volume against the corresponding pedestrian crossing volume. The resulting point also falls below the applicable curve; therefore, Criterion B is not met. Hence, warrant 4 is not satisfied.

Appendix D includes the plotted charts for Pedestrian volume Warrant 4.

Warrant 5 – School Crossing
Warrant 5 evaluates the need for a traffic signal based on the presence of school-aged pedestrians and their ability to safely cross the roadway. In accordance with the California MUTCD, 2026 Edition, this warrant considers the frequency of school crossings, the availability of adequate gaps in traffic, and the proximity of existing traffic control devices.

As noted previously, pedestrian activity at the study intersection is minimal. During the observation period, two schoolchildren crossing were recorded crossing the major street out of which one was crossing within a single hour. Even with the nearest existing traffic signal located more than 300 feet from the study intersection, and the installation of a new signal at this location would not restrict progressive traffic flow, due to a smaller number of schoolchildren crossing, warrant 5 is not satisfied.

Warrant 6 – Coordinated Signal System
Warrant 6 evaluates the need for a traffic signal at locations that can be effectively incorporated into a coordinated signal system. In accordance with the California MUTCD, 2026 Edition, this warrant is 6 typically applicable when the study intersection is located at an appropriate distance, generally, greater than 1,000 feet from an existing signalized intersection to allow for proper signal coordination and progression.

The study intersection is located approximately 645 feet east of the signalized intersection of Middlefield Road and Marsh Road. This distance is less than the minimum spacing typically required for effective coordination within a signal system. Although the adjacent intersection operates as part of a coordinated system with platooned traffic progressing toward the study location, the close proximity limits the feasibility of providing independent signal control while maintaining efficient progression. Based on the insufficient spacing between the two intersections, warrant 6 is not satisfied.

Warrant 7 – Crash Experience
Warrant 7 evaluates the need for a traffic signal based on the frequency and type of crashes at an intersection that may be correctable by signalization. In accordance with the California MUTCD 2026 Edition, this warrant requires that a minimum number of reportable crashes occur within a 12-month period, along with satisfaction of specified traffic volume conditions. Additionally, an adequate trial of alternative safety measures must have been implemented and found ineffective in reducing crash frequency.

Based on the crash data provided for the period from January 1, 2022, through January 31, 2026, a review of the most recent 12-month period identified one reported crash, which occurred on October 10, 2025. This does not meet the minimum requirement of five or more crashes within a 12-month period as specified by the California MUTCD. Furthermore, none of the applicable crash condition thresholds outlined in Table 4C-2 or Table 4C-3 (including angle and pedestrian crashes, or fatal-andinjury crashes) are satisfied.

Although traffic volume conditions under Warrant 1 (Condition A – Minimum Vehicular Volume and Condition B – Interruption of Continuous Traffic) meet at least 80 percent of the required thresholds, the crash frequency requirement is not met. Hence, warrant 7 is not satisfied.

At the study intersection, Middlefield Road serves as a major route A satisfies all three criteria of a principal route, including network function, official plan designation, and classification as a rural/suburban highway, while Watkins Avenue does not serve as a major route. Although, entering volumes during the typical weekday peak hour (05:00 PM – 06:00 PM) total 1,598 vehicles per hour, exceeding the 1,000 vehicles per hour minimum threshold, warrant 8 is not satisfied. 7 Warrant 9 – Intersections Near a Grade Crossing
Warrant 9 applies to intersections located in close proximity to a railroad grade crossing. The warrant is intended to address locations where vehicles stopped at an intersection could queue onto the railroad tracks. The warrant is satisfied when a railroad grade crossing is located within 140 feet of a STOP- or YIELD-controlled approach to an intersection, and the traffic volumes during the highest hour of rail activity exceed the thresholds established by the California MUTCD.

This warrant is not applicable to the study intersection because there are no railroad grade crossings in the vicinity of the intersection. Therefore, the criteria for Warrant 9 are not met and no further evaluation was conducted.

A completed traffic Signal Warrant Worksheet for Middlefield Road and Watkins Avenue is contained in Appendix D.

Middlefield Road and Fair Oaks Lane/Palmer Lane
Warrant 1 – Eight-Hour Vehicular Volume
Warrant 1 evaluates whether traffic volumes on the major street and the critical minor street are sufficiently high to justify signalization over an extended period of the day. This warrant considers both individual and combined approach volumes and compares them against thresholds established in the California MUTCD, 2026 Edition. The intent is to identify locations where recurring traffic demand results in operational inefficiencies or delays that may be mitigated through signal control.

Both Condition A (Minimum Vehicular Volume) and Condition B (Interruption of Continuous Traffic) were evaluated for Warrant 1. Based on a comparison of the major-street and critical minor-street volumes to the 100 percent threshold criteria, five hours under Condition A and seven hours under Condition B exceeded the applicable thresholds. Accordingly, the MUTCD requirement of a minimum of eight qualifying hours is not satisfied under Condition A and B. In addition, when comparing the combined approach volumes to 80 percent of the threshold criteria, both Condition A and Condition B recorded more than eight hours exceeding the reduced thresholds. Hence, warrant 1 is satisfied.

Detailed evaluation for Eight Hour Warrant 1 is contained in Appendix C.

As required, four individual hours of traffic volumes were selected and analyzed. The evaluated hours include one hour from 08:00 AM to 09:00 AM, and three hours from 03:00 PM to 06:00 PM. For each of these hours, the total volume on the major street (both approaches) was plotted against the highervolume minor street approach on Figure 4C-1 of the California MUTCD.

All plotted data points fall above the applicable curve. Hence, warrant 2 is satisfied. The plotted chart for Four Hour Warrant 2 is provided in Appendix D.
8 Warrant 3 – Peak Hour Volume
Warrant 3 evaluates traffic conditions during the single highest hour of an average day to determine whether a traffic signal is justified. In accordance with the California MUTCD, 2026 Edition, this warrant is intended to address locations where minor-street traffic experiences excessive delay when attempting to enter or cross a major street during peak traffic conditions. The analysis is conducted using the criteria and curves presented in Figure 4C-3.

Pedestrian activity at the study intersection was observed to be minimal crossing the major street, with a maximum of four pedestrians per hour recorded during the study period. Both Criterion A and Criterion B were evaluated to determine if the warrant is satisfied. Under Criterion A, four peak hours were analyzed, including one hour from 08:00 AM to 09:00 AM and three hours from 03:00 PM to 06:00 PM. For each of these hours, the total major-street volume (both approaches) was plotted against the corresponding pedestrian volumes crossing the major street. All plotted points fall below the applicable curve; accordingly, Criterion A is not met.

Under Criterion B, the peak hour from 5:00 PM to 6:00 PM was evaluated by plotting the total majorstreet volume against the corresponding pedestrian crossing volume. The resulting point also falls below the applicable curve; accordingly, Criterion B is not met. Hence, warrant 4 is not satisfied.

Appendix D includes the plotted charts for Pedestrian volume Warrant 4.

As noted previously, pedestrian activity at the study intersection is minimal. During the observation period, two school-aged pedestrians were recorded crossing the major street out of which one was crossing within a single hour. Even with the nearest existing traffic signal located more than 300 feet from the study intersection, and the installation of a new signal at this location would not restrict progressive traffic flow, due to a smaller number of schoolchildren crossing, warrant 5 is not satisfied. 9 Warrant 6 – Coordinated Signal System
Warrant 6 evaluates the need for a traffic signal at locations that can be effectively incorporated into a coordinated signal system. In accordance with the California MUTCD, 2026 Edition, this warrant is typically applicable when the study intersection is located at an appropriate distance, generally, greater than 1,000 feet from an existing signalized intersection to allow for proper signal coordination and progression.

The study intersection is located approximately 985 feet west of the signalized intersection of Middlefield Road and Marsh Road. This distance is less than the minimum spacing typically required for effective coordination within a signal system. Although the adjacent intersection operates as part of a coordinated system with platooned traffic progressing toward the study location, the close proximity limits the feasibility of providing independent signal control while maintaining efficient progression. Based on the insufficient spacing between the two intersections, warrant 6 is not satisfied.

Based on the crash data provided for the period from January 1, 2022, through January 31, 2026, a review of the most recent 12-month period identified no reported crash, which occurred on October 10, 2025. In the prior 12-month period there were two reportable crashes recorded in the year 2024 which were broadside collisions correctable by a traffic signal. One was recorded on January 7, 2024, and another was recorded on October 16, 2024. This does not meet the minimum requirement of five or more crashes within a 12-month period as specified by the California MUTCD. Furthermore, none of the applicable crash condition thresholds outlined in Table 4C-2 or Table 4C-3 (including angle and pedestrian crashes, or fatal-and-injury crashes) are satisfied.

Warrant 8 – Roadway Network
Warrant 8 evaluates the need for a traffic signal based on the functional importance of the roadway within the transportation network and the minimum volume of traffic entering the intersection. In accordance with the California MUTCD, 2026 Edition, this warrant is applied when the intersection involves two major routes that:
• Serves as part of the principal highway network for through traffic, • Functions as a rural or suburban highway outside of, entering, or traversing a city, and • Appears as a major route on an official plan.
10 At the study intersection, Middlefield Road serves as a major route A satisfies all three criteria of a principal route, including network function, official plan designation, and classification as a rural/suburban highway, while Watkins Avenue does not serve as a major route. Although, entering volumes during the typical weekday peak hour (03:00 PM – 04:00 PM) total 1,334 vehicles per hour, exceeding the 1,000 vehicles per hour minimum threshold, warrant 8 is not satisfied.

Warrant 9 – Intersections Near a Grade Crossing
Warrant 9 applies to intersections located in close proximity to a railroad grade crossing. The warrant is intended to address locations where vehicles stopped at an intersection could queue onto the railroad tracks. The warrant is satisfied when a railroad grade crossing is located within 140 feet of a STOP- or YIELD-controlled approach to an intersection, and the traffic volumes during the highest hour of rail activity exceed the thresholds established by the California MUTCD.

A completed traffic Signal Warrant Worksheet for Middlefield Road and Watkins Avenue is contained in Appendix D.

II – High Intensity Activated Crosswalk (HAWK) Signal Warrant The installation of a HAWK Signal at the study intersections was assessed using Chapter 4J Pedestrian Hybrid Beacons, California MUTCD, 2026 Edition, for Low-Speed Roadways i.e., for roadways with a posted speed limit of 35 mph or less. Table 3 lists the max hourly pedestrian and vehicular volumes as observed from the peak-hour data collection period and presents results on whether a HAWK Signal warrant criteria were met or not.

Table 3: HAWK Signal Evaluation Results
# Intersection Crosswalk
Leg
85th
Percentile
Speed
(mph)
Pedestrian
crossing
major street
per hour
Total
vehicular
volume for
both
approaches
per hour
Crosswalk
Length
(feet)
HAWK
Signal
Warrant
1 Middlefield Road
and Watkins Avenue East 34 4 1,463 55 Not Met
2 Middlefield Road
and Fair Oaks
Lane/Palmer Lane
West 33 3 844 50 Not Met
The total number of pedestrians crossing the major streets at study intersections was less than 20 per hour. Hence, Warrant for pedestrian hybrid beacon is not satisfied.

III – Rectangular Rapid Flashing Beacon (RRFB) Warrant
The installation of RRFB was assessed using IRWL guidelines listed in Section 4U.02 (Line 15) of California MUTCD. For warrant analysis, threshold for pedestrian volumes is 40 or more pedestrians observed in any two hours, and a vehicular volume of more than 200 vehicles observed per hour was considered. The following Table 4 the hourly pedestrian and vehicular volumes as observed during the 11 peak hour data collection period and presents results on whether the RRFB Warrant criteria were met or not.

Table 4: RRFB Evaluation Results
# Intersection Crosswalk
Leg
85th
Percentile
Speed (mph)
Pedestrian
Crossing
Volume (Any
Two Hour)
Total vehicular
volume for both
approaches per
hour
RRFB
Signal
Warrant
1 Middlefield Road and
Watkins Avenue East 34 5 1,463 Not Met
2 Middlefield Road and Fair
Oaks Lane/Palmer Lane West 33 6 844 Not Met
Even though the vehicular volume exceeds 200 vehicles per hour, the pedestrian crossing volume is fewer than 40 pedestrians within a two-hour period. Hence, Warrant for RRFB is not satisfied.

CONCLUSION
The study intersections of Middlefield Road and Watkins Avenue, and Middlefield Road and Fair Oaks Lane/Palmer Lane met Caltrans Traffic Signal Warrants 1, 2, and 3. Neither of the two intersections met the High Intensity Activated Crosswalk (HAWK) and Rectangular Rapid-Flashing Beacon (RRFB).

The study recommends installation on new traffic signals at Middlefield Road and Watkins Avenue as well as at Middlefield Road and Fair Oaks Lane/Palmer Lane. 12 Appendix A: Data Collection (Average Daily Traffic Counts, Turning Movement Counts, and Raw Collision Data)
13 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_001
NB SB EB WB Total
0 0 8,679 9,334 18,013

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 00:00 4 10 14 12:00 135 144 279 00:00 01:00 19 17 36
00:15 63 9 12:15 129 145 274 01:00 02:00 16 18 34
00:30 33 6 12:30 140 135 275 02:00 03:00 10 10 20
00:45 61 7 12:45 130 134 264 03:00 04:00 11 11 22
01:00 74 11 13:00 121 148 269 04:00 05:00 27 22 49
01:15 52 7 13:15 125 133 258 05:00 06:00 93 50 143
01:30 37 10 13:30 120 114 234 06:00 07:00 282 135 417
01:45 15 6 13:45 139 151 290 07:00 08:00 681 367 1048
02:00 33 6 14:00 130 174 304 08:00 09:00 700 572 1272
02:15 23 5 14:15 150 177 327 09:00 10:00 643 496 1139
02:30 14 5 14:30 200 182 382 10:00 11:00 663 522 1185
02:45 40 4 14:45 170 182 352 11:00 12:00 547 519 1066
03:00 14 5 15:00 146 207 353 12:00 13:00 534 558 1092
03:15 51 6 15:15 126 239 365 13:00 14:00 505 546 1051
03:30 43 7 15:30 142 206 348 14:00 15:00 650 715 1365
03:45 13 4 15:45 156 195 351 15:00 16:00 570 847 1417
04:00 13 4 16:00 131 200 331 16:00 17:00 561 800 1361
04:15 58 13 16:15 153 184 337 17:00 18:00 603 867 1470
04:30 84 12 16:30 140 194 334 18:00 19:00 582 716 1298
04:45 13 7 20 16:45 137 222 359 19:00 20:00 387 577 964 05:00 21 6 27 17:00 154 211 365 20:00 21:00 239 438 677 05:15 15 6 21 17:15 133 233 366 21:00 22:00 187 308 495 05:30 33 15 48 17:30 163 209 372 22:00 23:00 108 140 248 05:45 24 23 47 17:45 153 214 367 23:00 00:00 61 83 144
06:00 52 23 75 18:00 158 203 361
06:15 61 25 86 18:15 156 173 329 NB SB EB WB TOTAL
06:30 78 32 110 18:30 130 173 303 00:00 to 12:00
06:45 91 55 146 18:45 138 167 305 3692 2739 6431
07:00 117 75 192 19:00 132 165 297 07:15 08:00 07:45
07:15 177 70 247 19:15 99 144 243 748 572 1281
07:30 177 109 286 19:30 73 135 208 0.890 0.827 0.897
07:45 210 113 323 19:45 83 133 216
08:00 184 173 357 20:00 65 118 183 12:00 to 00:00
08:15 152 140 292 20:15 64 101 165 4987 6595 11582
08:30 190 119 309 20:30 55 116 171 14:15 16:45 17:00
08:45 174 140 314 20:45 55 103 158 666 875 1470
09:00 167 125 292 21:00 40 110 150 0.833 0.939 0.988
09:15 145 118 263 21:15 59 81 140
09:30 155 134 289 21:30 45 58 103 07:00 to 09:00
09:45 176 119 295 21:45 43 59 102 1381 939 2320
10:00 162 115 277 22:00 29 46 75 07:15 08:00 07:45
10:15 191 125 316 22:15 28 37 65 748 572 1281
10:30 168 146 314 22:30 30 37 67 0.890 0.827 0.897
10:45 142 136 278 22:45 21 20 41
11:00 134 119 253 23:00 22 36 58 16:00 to 18:00
11:15 143 130 273 23:15 19 10 29 1164 1667 2831
11:30 124 137 261 23:30 12 28 40 17:00 16:45 17:00
11:45 146 133 279 23:45 89 17 603 875 1470
TOTALS 0 0 3692 2739 6431 TOTALS 0 0 4987 6595 11582 0.925 0.939 0.988 SPLIT % 0% 0% 57% 43% 36% SPLIT % 0% 0% 43% 57% 64%
Volume
Prepared by National Data & Surveying Services
VOLUME
Middlefield Rd E/O Watkins Ave
03/10/2026

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

STATISTICS
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
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Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
0 100
200
300
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500
600
700
800
900
1000
00:0001:0002:0003:0004:0005:0006:0007:0008:0009:0010:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00

NB SB EB WB
14 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_001
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 00:00 0 0 1 5 11 2 0 0 0 0 0 0 0 19 0 0 0 4 9 220 0 0 0 0 0 17 0 0 1 9 20 4 2 0 0 0 0 0 0 36 01:00 0003571000000 16 0 0 0 1 10 5 1 1 0 0 0 0 0 18 0 0 0 4 15 12 2 1 0 0 0 0 0 3402:00 0004402000000 10 0 0 1 0 6 300 0 0 0 0 0 10 0 0 1 4 10 3 2 0 0 0 0 0 0 2003:00 0023150000000 11 0 0 1 0 3 402 1 0 0 0 0 11 0033490210000 2204:00 0 0 3 7 13 2 2 0 0 0 0 0 0 27 0 0 0 2 13 1 5 1 0 0 0 0 0 22 0 0 3 9 26 3 7 1 0 0 0 0 0 4905:00 0 1 6 24 39 16 6 1 0 0 0 0 0 93 0 0 1 9 23 8 4 5 0 0 0 0 0 50 0 1 7 33 62 24 10 6 0 0 0 0 0 14306:00 0 1 14 134 104 22 5 2 0 0 0 0 0 282 0 1 0 23 49 48 12 2 0 0 0 0 0 135 0 2 14 157 153 70 17 4 0 0 0 0 0 41707:00 10 14 114 335 188 19 1 0 0 0 0 0 0 681 0 4 20 122 168 43 9 1 0 0 0 0 0 367 10 18 134 457 356 62 10 1 0 0 0 0 0 104808:00 23 46 97 341 166 25 2 0 0 0 0 0 0 700 2 4 61 308 163 32 2 0 0 0 0 0 0 572 25 50 158 649 329 57 4 0 0 0 0 0 0 127209:00 1 3 83 346 179 25 6 0 0 0 0 0 0 643 2 9 95 246 117 23 3 1 0 0 0 0 0 496 3 12 178 592 296 48 9 1 0 0 0 0 0 113910:00 1 12 81 346 187 31 4 1 0 0 0 0 0 663 0 2 71 246 172 30 1 0 0 0 0 0 0 522 1 14 152 592 359 61 5 1 0 0 0 0 0 118511:00 0 1 36 243 213 47 7 0 0 0 0 0 0 547 1 2 52 224 184 49 6 1 0 0 0 0 0 519 1 3 88 467 397 96 13 1 0 0 0 0 0 106612:00 0 1 45 242 212 29 4 1 0 0 0 0 0 534 0 4 56 262 186 47 3 0 0 0 0 0 0 558 0 5 101 504 398 76 7 1 0 0 0 0 0 109213:00 0 3 45 206 217 31 3 0 0 0 0 0 0 505 6 12 82 199 195 43 9 0 0 0 0 0 0 546 6 15 127 405 412 74 12 0 0 0 0 0 0 105114:00 0 6 81 316 214 30 2 1 0 0 0 0 0 650 1 12 114 339 207 39 3 0 0 0 0 0 0 715 1 18 195 655 421 69 5 1 0 0 0 0 0 136515:00 13 8 73 238 201 35 1 1 0 0 0 0 0 570 100 145 216 263 98 24 0 1 0 0 0 0 0 847 113 153 289 501 299 59 1 2 0 0 0 0 0 141716:00 1 0 39 239 233 48 1 0 0 0 0 0 0 561 28 19 104 372 242 34 1 0 0 0 0 0 0 800 29 19 143 611 475 82 2 0 0 0 0 0 0 136117:00 0 2 53 279 221 44 4 0 0 0 0 0 0 603 122 71 208 288 153 25 0 0 0 0 0 0 0 867 122 73 261 567 374 69 4 0 0 0 0 0 0 147018:00 0 0 48 266 213 53 2 0 0 0 0 0 0 582 4 8 90 308 243 57 4 1 1 0 0 0 0 716 4 8 138 574 456 110 6 1 1 0 0 0 0 129819:00 0 2 31 180 154 15 5 0 0 0 0 0 0 387 0 9 51 241 205 66 3 2 0 0 0 0 0 577 0 11 82 421 359 81 8 2 0 0 0 0 0 96420:00 0 2 14 126 77 18 2 0 0 0 0 0 0 239 0 5 29 165 174 53 12 0 0 0 0 0 0 438 0 7 43 291 251 71 14 0 0 0 0 0 0 67721:00 0 0 25 80 65 17 0 0 0 0 0 0 0 187 1 1 7 104 139 50 5 1 0 0 0 0 0 308 1 1 32 184 204 67 5 1 0 0 0 0 0 49522:00 0 1 9 41 43 12 1 1 0 0 0 0 0 108 0 0 8 39 57 25 9 2 0 0 0 0 0 140 0 1 17 80 100 37 10 3 0 0 0 0 0 24823:00 0 1 4 20 30 6 0 0 0 0 0 0 0 61 0 0 4 21 36 17 2 1 2 0 0 0 0 83 0 1 8 41 66 23 2 1 2 0 0 0 0 144 Totals 49 104 904 4,024 2,990 539 61 800000 8,679 267 308 1,271 3,786 2,852 728 96 22 40000 9,334 316 412 2,175 7,810 5,842 1,267 157 30 40000 18,013 % of Totals 1% 1% 10% 46% 34% 6% 1% 0% 100% 3% 3% 14% 41% 31% 8% 1% 0% 0% 100% 2% 2% 12% 43% 32% 7% 1% 0% 0% 100% 00:00 - 12:00 35 78 437 1791 1110 201 36 400000 3692 5 22 302 1185 917 248 45 14 10000 2739 40 100 739 2976 2027 449 81 18 10000 6431 % 0% 1% 5% 21% 13% 2% 0% 0% 0% 0% 0% 0% 0% 43% 0% 0% 3% 14% 11% 3% 1% 0% 0% 0% 0% 0% 0% 32% 0% 1% 9% 34% 23% 5% 1% 0% 0% 0% 0% 0% 0% 74% Peak Hour 07:15 07:45 07:15 09:45 11:45 11:30 09:15 05:45 00:00 00:00 00:00 00:00 00:00 07:15 08:15 09:00 09:00 08:00 11:15 06:15 06:00 05:00 02:30 00:00 00:00 00:00 00:00 08:00 07:30 07:45 08:30 08:00 11:15 11:15 06:00 05:30 02:30 00:00 00:00 00:00 00:00 07:45 Peak Volume 33 60 132 390 224 50 7 3 0 0 0 0 0 748 3 9 95 308 208 54 12 5 1 0 0 0 0 572 35 64 192 649 428 99 17 7 1 0 0 0 0 1281 12:00 - 24:00 14 26 467 2233 1880 338 25 400000 4987 262 286 969 2601 1935 480 51 830000 6595 276 312 1436 4834 3815 818 76 12 30000 11582 % 0% 0% 5% 26% 22% 4% 0% 0% 0% 0% 0% 0% 0% 57% 3% 3% 11% 30% 22% 6% 1% 0% 0% 0% 0% 0% 0% 76% 3% 4% 17% 56% 44% 9% 1% 0% 0% 0% 0% 0% 0% 133% Peak Hour 14:15 14:30 14:30 14:15 15:30 17:45 19:00 12:00 12:00 12:00 12:00 12:00 12:00 14:15 17:00 15:00 14:30 16:00 17:45 18:30 20:00 22:30 22:45 12:00 12:00 12:00 12:00 16:45 17:00 15:00 14:30 14:15 17:45 18:15 20:00 22:30 22:45 12:00 12:00 12:00 12:00 17:00 Peak Volume 13 12 96 318 247 57 5 1 0 0 0 0 0 666 122 145 228 372 261 76 12 3 2 0 0 0 0 875 122 153 324 662 501 117 14 4 2 0 0 0 0 1470 07:00 - 09:00 33 60 211 676 354 44 3 0 0 0 0 0 0 1381 2 8 81 430 331 75 11 1 0 0 0 0 0 939 35 68 292 1106 685 119 14 100000 2320 % 0% 1% 2% 8% 4% 1% 0% 0% 0% 0% 0% 0% 0% 16% 0% 0% 1% 5% 4% 1% 0% 0% 0% 0% 0% 0% 0% 11% 0% 1% 3% 13% 8% 1% 0% 0% 0% 0% 0% 0% 0% 27% Peak Hour 07:15 07:45 07:15 08:00 07:15 08:00 07:30 07:00 07:00 07:00 07:00 07:00 07:00 07:15 07:30 07:30 08:00 08:00 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 08:00 07:30 07:45 07:45 08:00 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:45 Peak Volume 33 60 132 341 191 25 2 0 0 0 0 0 0 748 2 5 61 308 183 43 9 1 0 0 0 0 0 572 35 64 185 649 374 62 10 1 0 0 0 0 0 1281 16:00 - 18:00 1 2 92 518 454 92 5 0 0 0 0 0 0 1164 150 90 312 660 395 59 1000000 1667 151 92 404 1178 849 151 6000000 2831 % 0% 0% 1% 6% 5% 1% 0% 0% 0% 0% 0% 0% 0% 13% 2% 1% 4% 8% 5% 1% 0% 0% 0% 0% 0% 0% 0% 19% 2% 1% 5% 14% 10% 2% 0% 0% 0% 0% 0% 0% 0% 33% Peak Hour 16:00 16:15 16:45 16:15 16:00 16:00 16:45 16:00 16:00 16:00 16:00 16:00 16:00 17:00 17:00 17:00 16:45 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:45 17:00 17:00 16:45 16:15 16:00 16:00 16:45 16:00 16:00 16:00 16:00 16:00 16:00 17:00 Peak Volume 1 2 67 285 233 48 4 0 0 0 0 0 0 603 122 71 208 372 242 34 1 0 0 0 0 0 0 875 122 73 275 616 475 82 4 0 0 0 0 0 0 1470 15 20 25 30 35 40 45 50 55 60 65 70 200 15 20 25 30 35 40 45 50 55 60 65 70 200 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd E/O Watkins Ave
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total

HOURLY BREAKDOWN STATISTICS
Direction Percentiles Direction
26 30 30 34
Pace
15th 50th Average 85th 95th ADT 10mph Pace # in Pace % in Pace Number of Vehicles >= 55 MPH % of Vehicles >= 55 MPH 0 0%
WESTBOUND 24 29 29 34 6657 71%
EASTBOUND 36 8679 EASTBOUND 25-34 mph 7126 82%
0%
2 0%
TOTALS 25 30 29 34 37 18013 TOTALS
37 9334 WESTBOUND 25-34 mph
25-34 mph 13783 77% 2
15 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_001
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd E/O Watkins Ave
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
00:00 0000400000000 4 0 0 0 2 6 020 0 0 0 0 0 10 0 0 0 2 10 0 2 0 0 0 0 0 0 1400:15 0002400000000 6 0 0 0 1 2 000 0 0 0 0 0 3 0003600000000 900:30 0010110000000 3 0 0 0 1 1 100 0 0 0 0 0 3 0011220000000 600:45 0003210000000 6 0 0 0 0 0 100 0 0 0 0 0 1 0003220000000 701:00 0000331000000 7 0 0 0 0 1 201 0 0 0 0 0 4 0000451100000 1101:15 0001130000000 5 0 0 0 0 2 000 0 0 0 0 0 2 0001330000000 701:30 0002010000000 3 0 0 0 1 4 110 0 0 0 0 0 7 0003421000000 1001:45 0000100000000 1 0 0 0 0 3 200 0 0 0 0 0 5 0000420000000 602:00 0001101000000 3 0 0 1 0 2 000 0 0 0 0 0 3 0011301000000 602:15 0000101000000 2 0 0 0 0 3 000 0 0 0 0 0 3 0000401000000 502:30 0001000000000 1 0 0 0 0 1 300 0 0 0 0 0 4 0001130000000 502:45 0002200000000 4 0 0 0 0 0 000 0 0 0 0 0 0 0002200000000 403:00 0001000000000 1 0 0 0 0 2 101 0 0 0 0 0 4 0001210100000 503:15 0011030000000 5 0 0 0 0 0 000 1 0 0 0 0 1 0011030010000 603:30 0011110000000 4 0 0 1 0 1 100 0 0 0 0 0 3 0021220000000 703:45 0000010000000 1 000002 01 0 0 0 0 0 3 0000030100000 4 04:00 0001000000000 1 0 0 0 0 0 111 0 0 0 0 0 3 0001011100000 404:15 0021101000000 5 0 0 0 2 4 020 0 0 0 0 0 8 0023503000000 1304:30 0011321000000 8 0 0 0 0 4 000 0 0 0 0 0 4 0011721000000 1204:45 0004900000000 13 0 0 0 0 5 020 0 0 0 0 0 7 0 0 0 4 14 0 2 0 0 0 0 0 0 2005:00 0014862000000 21 0 0 1 1 2 011 0 0 0 0 0 6 0 0 2 5 10 6 3 1 0 0 0 0 0 2705:15 0104532000000 15 0 0 0 1 2 300 0 0 0 0 0 6 0105762000000 2105:30 0 0 3 9 13 6 2 0 0 0 0 0 0 33 0 0 0 1 9 122 0 0 0 0 0 15 0 0 3 10 22 7 4 2 0 0 0 0 0 4805:45 0 0 2 7 13 1 0 1 0 0 0 0 0 24 0 0 0 6 10 4 1 2 0 0 0 0 0 23 0 0 2 13 23 5 1 3 0 0 0 0 0 4706:00 0 0 7 24 19 2 0 0 0 0 0 0 0 52 0 0 0 0 6 12 5 0 0 0 0 0 0 23 0 0 7 24 25 14 5 0 0 0 0 0 0 7506:15 0 0 3 29 22 4 2 1 0 0 0 0 0 61 0 0 0 2 8 12 2 1 0 0 0 0 0 25 0 0 3 31 30 16 4 2 0 0 0 0 0 8606:30 0 1 3 33 29 9 2 1 0 0 0 0 0 78 0 0 0 3 21 7 0 1 0 0 0 0 0 32 0 1 3 36 50 16 2 2 0 0 0 0 0 11006:45 0 0 1 48 34 7 1 0 0 0 0 0 0 91 0 1 0 18 14 17 5 0 0 0 0 0 0 55 0 1 1 66 48 24 6 0 0 0 0 0 0 14607:00 0 0 10 70 29 8 0 0 0 0 0 0 0 117 0 0 2 22 30 18 3 0 0 0 0 0 0 75 0 0 12 92 59 26 3 0 0 0 0 0 0 19207:15 00 19 95 55 8 0 0 0 0 0 0 0 177 0 0 3 15 44 6 1 1 0 0 0 0 0 70 0 0 22 110 99 14 1 1 0 0 0 0 0 247 07:30 0 0 32 91 50 3 1 0 0 0 0 0 0 177 0 4 6 36 53 7 3 0 0 0 0 0 0 109 0 4 38 127 103 10 4 0 0 0 0 0 0 28607:45 10 14 53 79 54 0 0 0 0 0 0 0 0 210 0 0 9 49 41 12 2 0 0 0 0 0 0 113 10 14 62 128 95 12 2 0 0 0 0 0 0 32308:00 23 37 28 61 32 3 0 0 0 0 0 0 0 184 0 0 11 111 45 6 0 0 0 0 0 0 0 173 23 37 39 172 77 9 0 0 0 0 0 0 0 35708:15 0 2 14 84 43 8 1 0 0 0 0 0 0 152 2 1 17 71 40 9 0 0 0 0 0 0 0 140 2 3 31 155 83 17 1 0 0 0 0 0 0 29208:30 0 7 32 100 41 9 1 0 0 0 0 0 0 190 0 3 21 61 25 7 2 0 0 0 0 0 0 119 0 10 53 161 66 16 3 0 0 0 0 0 0 30908:45 0 0 23 96 50 5 0 0 0 0 0 0 0 174 0 0 12 65 53 10 0 0 0 0 0 0 0 140 0 0 35 161 103 15 0 0 0 0 0 0 0 31409:00 0 2 27 88 44 5 1 0 0 0 0 0 0 167 1 2 30 62 22 7 1 0 0 0 0 0 0 125 1 4 57 150 66 12 2 0 0 0 0 0 0 29209:15 1 1 24 78 34 5 2 0 0 0 0 0 0 145 1 2 23 55 31 6 0 0 0 0 0 0 0 118 2 3 47 133 65 11 2 0 0 0 0 0 0 26309:30 0 0 16 75 53 9 2 0 0 0 0 0 0 155 0 2 19 74 32 7 0 0 0 0 0 0 0 134 0 2 35 149 85 16 2 0 0 0 0 0 0 28909:45 0 0 16 105 48 6 1 0 0 0 0 0 0 176 0 3 23 55 32 3 2 1 0 0 0 0 0 119 0 3 39 160 80 9 3 1 0 0 0 0 0 29510:00 0 0 23 92 41 4 2 0 0 0 0 0 0 162 0 0 8 45 51 10 1 0 0 0 0 0 0 115 0 0 31 137 92 14 3 0 0 0 0 0 0 27710:15 1 9 31 97 47 6 0 0 0 0 0 0 0 191 0 2 13 67 39 4 0 0 0 0 0 0 0 125 1 11 44 164 86 10 0 0 0 0 0 0 0 31610:30 0 2 24 96 38 7 1 0 0 0 0 0 0 168 0 0 29 74 36 7 0 0 0 0 0 0 0 146 0 2 53 170 74 14 1 0 0 0 0 0 0 31410:45 0 1 3 61 61 14 1 1 0 0 0 0 0 142 00 21 60 46 9 0 0 0 0 0 0 0 136 0 1 24 121 107 23 1 1 0 0 0 0 0 27811:00 0 0 8 64 51 9 2 0 0 0 0 0 0 134 0 1 14 63 32 8 1 0 0 0 0 0 0 119 0 1 22 127 83 17 3 0 0 0 0 0 0 25311:15 0 1 3 76 57 5 1 0 0 0 0 0 0 143 0 1 15 57 45 11 1 0 0 0 0 0 0 130 0 2 18 133 102 16 2 0 0 0 0 0 0 27311:30 0 0 15 55 40 12 2 0 0 0 0 0 0 124 1 0 11 52 61 9 2 1 0 0 0 0 0 137 1 0 26 107 101 21 4 1 0 0 0 0 0 26111:45 0 0 10 48 65 21 2 0 0 0 0 0 0 146 0 0 12 52 46 21 2 0 0 0 0 0 0 133 0 0 22 100 111 42 4 0 0 0 0 0 0 279 15-MINUTE BREAKDOWN
16 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_001
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd E/O Watkins Ave
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
12:00 0 0 8 57 58 9 2 1 0 0 0 0 0 135 0 0 7 69 56 11 1 0 0 0 0 0 0 144 0 0 15 126 114 20 3 1 0 0 0 0 0 27912:15 0 0 17 49 54 8 1 0 0 0 0 0 0 129 0 1 23 73 42 6 0 0 0 0 0 0 0 145 0 1 40 122 96 14 1 0 0 0 0 0 0 27412:30 0 0 6 81 47 5 1 0 0 0 0 0 0 140 0 3 18 68 33 13 0 0 0 0 0 0 0 135 0 3 24 149 80 18 1 0 0 0 0 0 0 27512:45 0 1 14 55 53 7 0 0 0 0 0 0 0 130 0 0 8 52 55 17 2 0 0 0 0 0 0 134 0 1 22 107 108 24 2 0 0 0 0 0 0 26413:00 0 2 13 48 53 5 0 0 0 0 0 0 0 121 5 8 35 50 41 7 2 0 0 0 0 0 0 148 5 10 48 98 94 12 2 0 0 0 0 0 0 26913:15 0 1 10 48 57 8 1 0 0 0 0 0 0 125 0 0 10 49 61 12 1 0 0 0 0 0 0 133 0 1 20 97 118 20 2 0 0 0 0 0 0 25813:30 0 0 11 41 56 10 2 0 0 0 0 0 0 120 0 3 7 34 49 16 5 0 0 0 0 0 0 114 0 3 18 75 105 26 7 0 0 0 0 0 0 23413:45 0 0 11 69 51 8 0 0 0 0 0 0 0 139 1 1 30 66 44 8 1 0 0 0 0 0 0 151 1 1 41 135 95 16 1 0 0 0 0 0 0 29014:00 0 1 18 59 43 8 0 1 0 0 0 0 0 130 0 1 28 74 59 10 2 0 0 0 0 0 0 174 0 2 46 133 102 18 2 1 0 0 0 0 0 30414:15 0 0 13 65 65 7 0 0 0 0 0 0 0 150 0 1 11 117 44 4 0 0 0 0 0 0 0 177 0 1 24 182 109 11 0 0 0 0 0 0 0 32714:30 0 1 21 116 53 8 1 0 0 0 0 0 0 200 0 1 21 81 66 13 0 0 0 0 0 0 0 182 0 2 42 197 119 21 1 0 0 0 0 0 0 38214:45 0 4 29 76 53 7 1 0 0 0 0 0 0 170 1 9 54 67 38 12 1 0 0 0 0 0 0 182 1 13 83 143 91 19 2 0 0 0 0 0 0 35215:00 13 5 25 61 33 8 1 0 0 0 0 0 0 146 14 22 67 79 20 5 0 0 0 0 0 0 0 207 27 27 92 140 53 13 1 0 0 0 0 0 0 35315:15 0 2 21 42 52 8 0 1 0 0 0 0 0 126 58 75 86 19 1 0 0 0 0 0 0 0 0 239 58 77 107 61 53 8 0 1 0 0 0 0 0 36515:30 0 0 5 72 59 6 0 0 0 0 0 0 0 142 19 35 21 88 35 8 0 0 0 0 0 0 0 206 19 35 26 160 94 14 0 0 0 0 0 0 0 348 15:45 0 1 22 63 57 13 0 0 0 0 0 0 0 156 9 13 42 77 42 11 0 1 0 0 0 0 0 195 9 14 64 140 99 24 0 1 0 0 0 0 0 35116:00 0 0 7 37 73 14 0 0 0 0 0 0 0 131 7 7 21 92 60 12 1 0 0 0 0 0 0 200 7 7 28 129 133 26 1 0 0 0 0 0 0 33116:15 1 0 5 79 58 9 1 0 0 0 0 0 0 153 15 11 32 79 39 8 0 0 0 0 0 0 0 184 16 11 37 158 97 17 1 0 0 0 0 0 0 33716:30 0 0 7 64 54 15 0 0 0 0 0 0 0 140 6 1 28 84 68 7 0 0 0 0 0 0 0 194 6 1 35 148 122 22 0 0 0 0 0 0 0 33416:45 0 0 20 59 48 10 0 0 0 0 0 0 0 137 0 0 23 117 75 7 0 0 0 0 0 0 0 222 0 0 43 176 123 17 0 0 0 0 0 0 0 35917:00 0 2 14 83 46 8 1 0 0 0 0 0 0 154 29 32 80 51 18 1 0 0 0 0 0 0 0 211 29 34 94 134 64 9 1 0 0 0 0 0 0 36517:15 0 0 11 45 62 13 2 0 0 0 0 0 0 133 56 25 67 70 14 1 0 0 0 0 0 0 0 233 56 25 78 115 76 14 2 0 0 0 0 0 0 36617:30 0 0 22 96 36 8 1 0 0 0 0 0 0 163 32 13 38 68 46 12 0 0 0 0 0 0 0 209 32 13 60 164 82 20 1 0 0 0 0 0 0 37217:45 0 0 6 55 77 15 0 0 0 0 0 0 0 153 5 1 23 99 75 11 0 0 0 0 0 0 0 214 5 1 29 154 152 26 0 0 0 0 0 0 0 36718:00 0 0 12 84 50 12 0 0 0 0 0 0 0 158 4 4 27 97 61 10 0 0 0 0 0 0 0 203 4 4 39 181 111 22 0 0 0 0 0 0 0 36118:15 0 0 12 58 67 18 1 0 0 0 0 0 0 156 0 0 6 73 78 14 2 0 0 0 0 0 0 173 0 0 18 131 145 32 3 0 0 0 0 0 0 32918:30 0 0 8 64 46 12 0 0 0 0 0 0 0 130 0 1 30 69 47 22 2 1 1 0 0 0 0 173 0 1 38 133 93 34 2 1 1 0 0 0 0 30318:45 0 0 16 60 50 11 1 0 0 0 0 0 0 138 0 3 27 69 57 11 0 0 0 0 0 0 0 167 0 3 43 129 107 22 1 0 0 0 0 0 0 30519:00 0 2 16 75 34 3 2 0 0 0 0 0 0 132 0 0 2 73 63 26 1 0 0 0 0 0 0 165 0 2 18 148 97 29 3 0 0 0 0 0 0 29719:15 005 37 50 6 1 0 0 0 0 0 0 99 0 4 18 58 47 17 0 0 0 0 0 0 0 144 0 4 23 95 97 23 1 0 0 0 0 0 0 243 19:30 0 0 8 25 37 3 0 0 0 0 0 0 0 73 0 5 10 49 62 7 0 2 0 0 0 0 0 135 0 5 18 74 99 10 0 2 0 0 0 0 0 20819:45 0 0 2 43 33 3 2 0 0 0 0 0 0 83 0 0 21 61 33 16 2 0 0 0 0 0 0 133 0 0 23 104 66 19 4 0 0 0 0 0 0 21620:00 0 1 5 24 29 5 1 0 0 0 0 0 0 65 0 5 11 55 38 6 3 0 0 0 0 0 0 118 0 6 16 79 67 11 4 0 0 0 0 0 0 18320:15 0 0 4 41 15 4 0 0 0 0 0 0 0 64 0 0 9 22 53 13 4 0 0 0 0 0 0 101 0 0 13 63 68 17 4 0 0 0 0 0 0 16520:30 0 0 1 35 16 3 0 0 0 0 0 0 0 55 0 0 3 52 45 15 1 0 0 0 0 0 0 116 0 0 4 87 61 18 1 0 0 0 0 0 0 17120:45 0 1 4 26 17 6 1 0 0 0 0 0 0 55 0 0 6 36 38 19 4 0 0 0 0 0 0 103 0 1 10 62 55 25 5 0 0 0 0 0 0 15821:00 0 0 5 15 16 4 0 0 0 0 0 0 0 40 0 0 3 34 57 15 1 0 0 0 0 0 0 110 0 0 8 49 73 19 1 0 0 0 0 0 0 15021:15 0 0 12 28 15 4 0 0 0 0 0 0 0 59 0 0 3 30 37 10 1 0 0 0 0 0 0 81 0 0 15 58 52 14 1 0 0 0 0 0 0 14021:30 0 0 4 18 20 3 0 0 0 0 0 0 0 45 1 1 0 17 25 13 1 0 0 0 0 0 0 58 1 1 4 35 45 16 1 0 0 0 0 0 0 10321:45 0 0 4 19 14 6 0 0 0 0 0 0 0 43 0 0 1 23 20 12 2 1 0 0 0 0 0 59 0 0 5 42 34 18 2 1 0 0 0 0 0 10222:00 0 0 4 12 7 6 0 0 0 0 0 0 0 29 0 0 1 9 28 5 3 0 0 0 0 0 0 46 0 0 5 21 35 11 3 0 0 0 0 0 0 7522:15 0 1 2 9 13 3 0 0 0 0 0 0 0 28 0 0 0 16 10 9 2 0 0 0 0 0 0 37 0 1 2 25 23 12 2 0 0 0 0 0 0 6522:30 0 0 2 14 11 2 1 0 0 0 0 0 0 30 0 0 4 10 15 4 4 0 0 0 0 0 0 37 0 0 6 24 26 6 5 0 0 0 0 0 0 6722:45 0 0 1 6 12 1 0 1 0 0 0 0 0 21 003447 02 0 0 0 0 0 20 0 0 4 10 16 8 0 3 0 0 0 0 0 41 23:00 0 0 1 7 12 2 0 0 0 0 0 0 0 22 0 0 3 14 12 7 0 0 0 0 0 0 0 36 0 0 4 21 24 9 0 0 0 0 0 0 0 5823:15 0028810000000 19 0 0 0 1 4 211 1 0 0 0 0 10 0 0 2 9 12 3 1 1 1 0 0 0 0 2923:30 0103530000000 12 0 0 1 3 15 7 1 0 1 0 0 0 0 28 0 1 1 6 20 10 1 0 1 0 0 0 0 4023:45 0012500000000 8 0 0 0 3 5 100 0 0 0 0 0 9 0 0 1 5 10 1 0 0 0 0 0 0 0 17 Totals 49 104 904 4,024 2,990 539 61 800000 8,679 267 308 1,271 3,786 2,852 728 96 22 40000 9,334 316 412 2,175 7,810 5,842 1,267 157 30 40000 18,013 % of Totals 1% 1% 10% 46% 34% 6% 1% 0% 0% 0% 0% 0% 0% 100% 3% 3% 14% 41% 31% 8% 1% 0% 0% 0% 0% 0% 0% 100% 2% 2% 12% 43% 32% 7% 1% 0% 0% 0% 0% 0% 0% 100% 15-MINUTE BREAKDOWN
17 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_002
NB SB EB WB Total
2,056 1,514 0 0 3,570

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 00:00 21 3 12:00 17 14 31 00:00 01:00 65 11
00:15 12 3 12:15 30 21 51 01:00 02:00 32 5
00:30 31 4 12:30 29 32 61 02:00 03:00 46 10
00:45 01 1 12:45 30 21 51 03:00 04:00 31 4
01:00 11 2 13:00 27 19 46 04:00 05:00 73 10
01:15 21 3 13:15 30 22 52 05:00 06:00 15 12 27
01:30 00 0 13:30 45 27 72 06:00 07:00 25 43 68
01:45 00 0 13:45 27 40 67 07:00 08:00 100 121 221
02:00 12 3 14:00 37 30 67 08:00 09:00 188 110 298
02:15 20 2 14:15 52 28 80 09:00 10:00 153 110 263
02:30 02 2 14:30 49 29 78 10:00 11:00 143 114 257
02:45 12 3 14:45 38 29 67 11:00 12:00 127 89 216
03:00 10 1 15:00 53 35 88 12:00 13:00 106 88 194
03:15 11 2 15:15 39 33 72 13:00 14:00 129 108 237
03:30 10 1 15:30 49 25 74 14:00 15:00 176 116 292
03:45 00 0 15:45 22 22 44 15:00 16:00 163 115 278
04:00 21 3 16:00 29 26 55 16:00 17:00 116 103 219
04:15 21 3 16:15 28 34 62 17:00 18:00 135 125 260
04:30 31 4 16:30 25 25 50 18:00 19:00 130 100 230
04:45 00 0 16:45 34 18 52 19:00 20:00 131 65 196
05:00 31 4 17:00 33 29 62 20:00 21:00 98 27 125
05:15 12 3 17:15 34 38 72 21:00 22:00 52 28 80
05:30 23 5 17:30 48 36 84 22:00 23:00 27 21 48
05:45 96 15 17:45 20 22 42 23:00 00:00 19 2 21
06:00 36 9 18:00 34 40 74
06:15 79 16 18:15 31 24 55 NB SB EB WB TOTAL
06:30 88 16 18:30 27 20 47 00:00 to 12:00
06:45 7 20 27 18:45 38 16 54 774 616 1390
07:00 17 22 39 19:00 36 21 57 08:00 07:15 07:30
07:15 29 28 57 19:15 32 16 48 188 149 300
07:30 32 26 58 19:30 31 18 49 0.940 0.745 0.750
07:45 22 45 67 19:45 32 10 42
08:00 50 50 100 20:00 20 4 24 12:00 to 00:00
08:15 47 28 75 20:15 20 15 35 1282 898 2180
08:30 43 9 52 20:30 33 3 36 14:15 17:15 14:15
08:45 48 23 71 20:45 25 5 30 192 136 313
09:00 42 24 66 21:00 17 7 24 0.906 0.850 0.889
09:15 37 30 67 21:15 18 8 26
09:30 34 27 61 21:30 86 14 07:00 to 09:00
09:45 40 29 69 21:45 97 16 288 231 519
10:00 29 24 53 22:00 85 13 08:00 07:15 07:30
10:15 38 22 60 22:15 99 18 188 149 300
10:30 47 35 82 22:30 64 10 0.940 0.745 0.750
10:45 29 33 62 22:45 43 7
11:00 24 26 50 23:00 80 8 16:00 to 18:00
11:15 39 19 58 23:15 40 4 251 228 479
11:30 32 23 55 23:30 42 6 16:45 17:00 16:45
11:45 32 21 53 23:45 30 3 149 125 270
TOTALS 774 616 0 0 1390 TOTALS 1282 898 0 0 2180 0.776 0.822 0.804 SPLIT % 56% 44% 0% 0% 39% SPLIT % 59% 41% 0% 0% 61%
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Prepared by National Data & Surveying Services
VOLUME
Watkins Ave S/O Middlefield Rd
03/10/2026

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

STATISTICS
Peak Period
0 20
40 60
80 100
120
140
160
180
200
00:0001:0002:0003:0004:0005:0006:0007:0008:0009:0010:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00

NB SB EB WB
18 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_002
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 00:00 0150000000000 6 0 0 2 3 0 000 0 0 0 0 0 5 0173000000000 11 01:00 0120000000000 3 0 0 2 0 0 000 0 0 0 0 0 2 0140000000000 502:00 0220000000000 4 0 1 5 0 0 000 0 0 0 0 0 6 0370000000000 1003:00 0300000000000 3 0 1 0 0 0 000 0 0 0 0 0 1 0400000000000 404:00 0151000000000 7 0 0 3 0 0 000 0 0 0 0 0 3 0181000000000 1005:00 0681000000000 15 0 3 5 4 0 000 0 0 0 0 0 12 0 9 13 5 0 0 0 0 0 0 0 0 0 2706:00 0 8 14 3 0 0 0 0 0 0 0 0 0 25 0 7 28 7 1 0 0 0 0 0 0 0 0 43 0 15 42 10 1 0 0 0 0 0 0 0 0 6807:00 6 36 53 4 1 0 0 0 0 0 0 0 0 100 0 23 65 29 4 0 0 0 0 0 0 0 0 121 6 59 118 33 5 0 0 0 0 0 0 0 0 22108:00 54 76 55 2 1 0 0 0 0 0 0 0 0 188 1 21 61 27 0 0 0 0 0 0 0 0 0 110 55 97 116 29 1 0 0 0 0 0 0 0 0 29809:00 21 66 61 4 1 0 0 0 0 0 0 0 0 153 2 28 62 15 2 1 0 0 0 0 0 0 0 110 23 94 123 19 3 1 0 0 0 0 0 0 0 26310:00 25 59 50 9 0 0 0 0 0 0 0 0 0 143 1 22 71 17 3 0 0 0 0 0 0 0 0 114 26 81 121 26 3 0 0 0 0 0 0 0 0 25711:00 16 66 41 4 0 0 0 0 0 0 0 0 0 127 0 24 42 18 4 1 0 0 0 0 0 0 0 89 16 90 83 22 4 1 0 0 0 0 0 0 0 21612:00 21 32 48 5 0 0 0 0 0 0 0 0 0 106 0 20 51 15 2 0 0 0 0 0 0 0 0 88 21 52 99 20 2 0 0 0 0 0 0 0 0 19413:00 16 65 42 6 0 0 0 0 0 0 0 0 0 129 7 26 59 16 0 0 0 0 0 0 0 0 0 108 23 91 101 22 0 0 0 0 0 0 0 0 0 23714:00 73 48 48 7 0 0 0 0 0 0 0 0 0 176 9 27 57 23 0 0 0 0 0 0 0 0 0 116 82 75 105 30 0 0 0 0 0 0 0 0 0 29215:00 102 31 28 2 0 0 0 0 0 0 0 0 0 163 4 37 51 23 0 0 0 0 0 0 0 0 0 115 106 68 79 25 0 0 0 0 0 0 0 0 0 27816:00 30 35 48 3 0 0 0 0 0 0 0 0 0 116 2 22 64 15 0 0 0 0 0 0 0 0 0 103 32 57 112 18 0 0 0 0 0 0 0 0 0 21917:00 74 29 26 5 1 0 0 0 0 0 0 0 0 135 0 32 73 16 3 1 0 0 0 0 0 0 0 125 74 61 99 21 4 1 0 0 0 0 0 0 0 26018:00 20 49 51 10 0 0 0 0 0 0 0 0 0 130 0 15 65 19 1 0 0 0 0 0 0 0 0 100 20 64 116 29 1 0 0 0 0 0 0 0 0 23019:00 14 67 47 3 0 0 0 0 0 0 0 0 0 131 1 13 32 18 1 0 0 0 0 0 0 0 0 65 15 80 79 21 1 0 0 0 0 0 0 0 0 19620:00 5 46 42 5 0 0 0 0 0 0 0 0 0 98 0 6 15 6 0 0 0 0 0 0 0 0 0 27 5 52 57 11 0 0 0 0 0 0 0 0 0 12521:00 3 23 21 5 0 0 0 0 0 0 0 0 0 52 0 8 14 5 1 0 0 0 0 0 0 0 0 28 3 31 35 10 1 0 0 0 0 0 0 0 0 8022:00 1 15 9 2 0 0 0 0 0 0 0 0 0 27 1 7 7 6 0 000 0 0 0 0 0 21 2 22 16 8 0 0 0 0 0 0 0 0 0 4823:00 0 7 10 2 0 0 0 0 0 0 0 0 0 19 0 0 1 1 0 000 0 0 0 0 0 2 0 7 11 3 0 0 0 0 0 0 0 0 0 21 Totals 481 772 716 83 400000000 2,056 28 343 835 283 22 3 0 000000 1,514 509 1,115 1,551 366 26 30000000 3,570 % of Totals 23% 38% 35% 4% 0% 100% 2% 23% 55% 19% 1% 0% 100% 14% 31% 43% 10% 1% 0% 100% 00:00 - 12:00 122 325 296 28 3 0 0 0 0 0 0 0 0 774 4 130 346 120 14 2 0 0 0 0 0 0 0 616 126 455 642 148 17 2 0 0 0 0 0 0 0 1390 % 6% 16% 14% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 38% 0% 6% 17% 6% 1% 0% 0% 0% 0% 0% 0% 0% 0% 30% 6% 22% 31% 7% 1% 0% 0% 0% 0% 0% 0% 0% 0% 68% Peak Hour 08:00 08:00 07:15 09:45 07:15 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 08:00 08:45 08:45 07:15 07:30 11:30 08:15 00:00 00:00 00:00 00:00 00:00 00:00 00:00 07:15 08:00 08:00 07:15 07:30 07:15 08:15 00:00 00:00 00:00 00:00 00:00 00:00 00:00 07:30 Peak Volume 54 76 63 9 2 0 0 0 0 0 0 0 0 188 2 33 87 39 5 1 0 0 0 0 0 0 0 149 55 97 150 43 6 1 0 0 0 0 0 0 0 300 12:00 - 24:00 359 447 420 55 1 0 0 0 0 0 0 0 0 1282 24 213 489 163 8 1 0 0 0 0 0 0 0 898 383 660 909 218 9 1 0 0 0 0 0 0 0 2180 % 17% 22% 20% 3% 0% 0% 0% 0% 0% 0% 0% 0% 0% 62% 1% 10% 24% 8% 0% 0% 0% 0% 0% 0% 0% 0% 0% 44% 19% 32% 44% 11% 0% 0% 0% 0% 0% 0% 0% 0% 0% 106% Peak Hour 14:30 13:15 13:30 17:45 16:15 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 14:15 13:30 13:45 17:15 14:45 17:00 16:15 12:00 12:00 12:00 12:00 12:00 12:00 12:00 17:15 14:30 13:30 17:15 17:45 17:00 16:15 12:00 12:00 12:00 12:00 12:00 12:00 12:00 14:15 Peak Volume 119 72 61 11 1 0 0 0 0 0 0 0 0 192 9 38 87 26 3 1 0 0 0 0 0 0 0 136 128 102 124 33 4 1 0 0 0 0 0 0 0 313 07:00 - 09:00 60 112 108 6 2 0 0 0 0 0 0 0 0 288 1 44 126 56 4 0 0 0 0 0 0 0 0 231 61 156 234 62 6 0 0 0 0 0 0 0 0 519 % 3% 5% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 14% 0% 2% 6% 3% 0% 0% 0% 0% 0% 0% 0% 0% 0% 11% 3% 8% 11% 3% 0% 0% 0% 0% 0% 0% 0% 0% 0% 25% Peak Hour 08:00 08:00 07:15 07:00 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 08:00 07:30 07:00 07:15 07:30 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:15 08:00 08:00 07:15 07:30 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:30 Peak Volume 54 76 63 4 2 0 0 0 0 0 0 0 0 188 1 23 87 39 4 0 0 0 0 0 0 0 0 149 55 97 150 43 6 0 0 0 0 0 0 0 0 300 16:00 - 18:00 104 64 74 8 1 0 0 0 0 0 0 0 0 251 2 54 137 31 3 1 0 0 0 0 0 0 0 228 106 118 211 39 4 1 0 0 0 0 0 0 0 479 % 5% 3% 4% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 12% 0% 3% 7% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 11% 5% 6% 10% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 23% Peak Hour 16:45 16:30 16:00 16:15 16:15 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:45 16:00 16:45 17:00 17:00 17:00 16:15 16:00 16:00 16:00 16:00 16:00 16:00 16:00 17:00 16:45 16:45 16:00 17:00 17:00 16:15 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:45 Peak Volume 84 38 48 5 1 0 0 0 0 0 0 0 0 149 2 33 73 16 3 1 0 0 0 0 0 0 0 125 84 65 112 21 4 1 0 0 0 0 0 0 0 270 15 20 25 30 35 40 45 50 55 60 65 70 200 15 20 25 30 35 40 45 50 55 60 65 70 200 17-26 mph 2689 75% 0 0%
00%
TOTALS 16 21 20 25 27 3570 TOTALS
29 1514 SOUTHBOUND 18-27 mph
0 0%
SOUTHBOUND 19 23 23 26 1283 85%
NORTHBOUND 12 19 18 23 25 2056 NORTHBOUND 16-25 mph 1488 72% Pace
15th 50th Average 85th 95th ADT 10mph Pace # in Pace % in Pace Number of Vehicles >= 55 MPH % of Vehicles >= 55 MPH

HOURLY BREAKDOWN STATISTICS
Direction Percentiles Direction
Prepared by National Data & Surveying Services
SPEED
Watkins Ave S/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
19 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_002
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Watkins Ave S/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
00:00 0110000000000 2 0 0 0 1 0 000 0 0 0 0 0 1 0111000000000 300:15 0010000000000 1 0 0 0 2 0 000 0 0 0 0 0 2 0012000000000 300:30 0030000000000 3 0 0 1 0 0 000 0 0 0 0 0 1 0040000000000 400:45 0000000000000 0 0 0 1 0 0 000 0 0 0 0 0 1 0010000000000 101:00 0010000000000 1 0 0 1 0 0 000 0 0 0 0 0 1 0020000000000 201:15 0110000000000 2 0 0 1 0 0 000 0 0 0 0 0 1 0120000000000 301:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 001:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:00 0100000000000 1 0 0 2 0 0 000 0 0 0 0 0 2 0120000000000 302:15 0020000000000 2 0 0 0 0 0 000 0 0 0 0 0 0 0020000000000 202:30 0000000000000 0 0 1 1 0 0 000 0 0 0 0 0 2 0110000000000 202:45 0100000000000 1 0 0 2 0 0 000 0 0 0 0 0 2 0120000000000 303:00 0100000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0100000000000 103:15 0100000000000 1 0 1 0 0 0 000 0 0 0 0 0 1 0200000000000 203:30 0100000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0100000000000 103:45 0000000000000 0 000000 00 0 0 0 0 0 0 0000000000000 0 04:00 0020000000000 2 0 0 1 0 0 000 0 0 0 0 0 1 0030000000000 304:15 0020000000000 2 0 0 1 0 0 000 0 0 0 0 0 1 0030000000000 304:30 0111000000000 3 0 0 1 0 0 000 0 0 0 0 0 1 0121000000000 404:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 005:00 0210000000000 3 0 0 0 1 0 000 0 0 0 0 0 1 0211000000000 405:15 0100000000000 1 0 1 1 0 0 000 0 0 0 0 0 2 0210000000000 305:30 0101000000000 2 0 0 2 1 0 000 0 0 0 0 0 3 0122000000000 505:45 0270000000000 9 0 2 2 2 0 000 0 0 0 0 0 6 0492000000000 1506:00 0030000000000 3 0 0 3 3 0 000 0 0 0 0 0 6 0063000000000 906:15 0151000000000 7 0 1 8 0 0 000 0 0 0 0 0 9 0 2 13 1 0 0 0 0 0 0 0 0 0 1606:30 0521000000000 8 0 3 4 1 0 000 0 0 0 0 0 8 0862000000000 1606:45 0241000000000 7 0 3 13 3 1 0 0 0 0 0 0 0 0 20 0 5 17 4 1 0 0 0 0 0 0 0 0 2707:00 0881000000000 17 0 6 10 6 0 0 0 0 0 0 0 0 0 22 0 14 18 7 0 0 0 0 0 0 0 0 0 3907:15 2 12 15 0 0 0 0 0 0 0 0 0 0 29 0 7 15 6 0 0 0 0 0 0 0 0 0 28 2 19 30 6 0 0 0 0 0 0 0 0 0 57 07:30 2 9 18 3 0 0 0 0 0 0 0 0 0 32 0 2 19 4 1 0 0 0 0 0 0 0 0 26 2 11 37 7 1 0 0 0 0 0 0 0 0 5807:45 2 7 12 0 1 0 0 0 0 0 0 0 0 22 0 8 21 13 3 0 0 0 0 0 0 0 0 45 2 15 33 13 4 0 0 0 0 0 0 0 0 6708:00 10 21 18 0 1 0 0 0 0 0 0 0 0 50 0 6 32 12 0 0 0 0 0 0 0 0 0 50 10 27 50 12 1 0 0 0 0 0 0 0 0 10008:15 15 17 14 1 0 0 0 0 0 0 0 0 0 47 1 4 13 10 0 0 0 0 0 0 0 0 0 28 16 21 27 11 0 0 0 0 0 0 0 0 0 7508:30 11 17 15 0 0 0 0 0 0 0 0 0 0 43 0 1 6 2 0 000 0 0 0 0 0 9 11 18 21 2 0 0 0 0 0 0 0 0 0 5208:45 18 21 8 1 0 0 0 0 0 0 0 0 0 48 0 10 10 3 0 0 0 0 0 0 0 0 0 23 18 31 18 4 0 0 0 0 0 0 0 0 0 7109:00 8 15 19 0 0 0 0 0 0 0 0 0 0 42 0 5 16 2 0 1 0 0 0 0 0 0 0 24 8 20 35 2 0 1 0 0 0 0 0 0 0 6609:15 5 10 20 1 1 0 0 0 0 0 0 0 0 37 0 10 14 4 2 0 0 0 0 0 0 0 0 30 5 20 34 5 3 0 0 0 0 0 0 0 0 6709:30 3 18 12 1 0 0 0 0 0 0 0 0 0 34 2 8 11 6 0 0 0 0 0 0 0 0 0 27 5 26 23 7 0 0 0 0 0 0 0 0 0 6109:45 5 23 10 2 0 0 0 0 0 0 0 0 0 40 0 5 21 3 0 0 0 0 0 0 0 0 0 29 5 28 31 5 0 0 0 0 0 0 0 0 0 6910:00 1 10 16 2 0 0 0 0 0 0 0 0 0 29 0 4 15 3 2 0 0 0 0 0 0 0 0 24 1 14 31 5 2 0 0 0 0 0 0 0 0 5310:15 1 19 15 3 0 0 0 0 0 0 0 0 0 38 0 5 14 3 0 0 0 0 0 0 0 0 0 22 1 24 29 6 0 0 0 0 0 0 0 0 0 6010:30 19 17 9 2 0 0 0 0 0 0 0 0 0 47 1 9 22 2 1 0 0 0 0 0 0 0 0 35 20 26 31 4 1 0 0 0 0 0 0 0 0 8210:45 4 13 10 2 0 0 0 0 0 0 0 0 0 29 04 20 9 0 0 0 0 0 0 0 0 0 33 4 17 30 11 0 0 0 0 0 0 0 0 0 62 11:00 5 8 11 0 0 0 0 0 0 0 0 0 0 24 0 5 13 8 0 0 0 0 0 0 0 0 0 26 5 13 24 8 0 0 0 0 0 0 0 0 0 5011:15 2 22 13 2 0 0 0 0 0 0 0 0 0 39 0 6 10 2 1 0 0 0 0 0 0 0 0 19 2 28 23 4 1 0 0 0 0 0 0 0 0 5811:30 2 19 10 1 0 0 0 0 0 0 0 0 0 32 0 7 10 6 0 0 0 0 0 0 0 0 0 23 2 26 20 7 0 0 0 0 0 0 0 0 0 5511:45 7 17 7 1 0 0 0 0 0 0 0 0 0 32 0 6 9 2 3 100 0 0 0 0 0 21 7 23 16 3 3 1 0 0 0 0 0 0 0 53 15-MINUTE BREAKDOWN
20 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_002
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Watkins Ave S/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
12:00 0 3 14 0 0 0 0 0 0 0 0 0 0 17 0 4 8 2 0 000 0 0 0 0 0 14 0 7 22 2 0 0 0 0 0 0 0 0 0 3112:15 16 9 5 0 0 0 0 0 0 0 0 0 0 30 0 6 9 4 2 000 0 0 0 0 0 21 16 15 14 4 2 0 0 0 0 0 0 0 0 5112:30 2 10 14 3 0 0 0 0 0 0 0 0 0 29 0 7 22 3 0 0 0 0 0 0 0 0 0 32 2 17 36 6 0 0 0 0 0 0 0 0 0 6112:45 3 10 15 2 0 0 0 0 0 0 0 0 0 30 0 3 12 6 0 0 0 0 0 0 0 0 0 21 3 13 27 8 0 0 0 0 0 0 0 0 0 5113:00 2 12 10 3 0 0 0 0 0 0 0 0 0 27 0 4 14 1 0 0 0 0 0 0 0 0 0 19 2 16 24 4 0 0 0 0 0 0 0 0 0 4613:15 1 16 11 2 0 0 0 0 0 0 0 0 0 30 0 3 12 7 0 0 0 0 0 0 0 0 0 22 1 19 23 9 0 0 0 0 0 0 0 0 0 5213:30 5 27 13 0 0 0 0 0 0 0 0 0 0 45 6 4 13 4 0 0 0 0 0 0 0 0 0 27 11 31 26 4 0 0 0 0 0 0 0 0 0 7213:45 8 10 8 1 0 0 0 0 0 0 0 0 0 27 1 15 20 4 0 0 0 0 0 0 0 0 0 40 9 25 28 5 0 0 0 0 0 0 0 0 0 6714:00 0 19 14 4 0 0 0 0 0 0 0 0 0 37 1 7 12 10 0 0 0 0 0 0 0 0 0 30 1 26 26 14 0 0 0 0 0 0 0 0 0 6714:15 12 13 26 1 0 0 0 0 0 0 0 0 0 52 1 7 15 5 0 0 0 0 0 0 0 0 0 28 13 20 41 6 0 0 0 0 0 0 0 0 0 8014:30 45 2 1 1 0 0 0 0 0 0 0 0 0 49 3 9 15 2 0 0 0 0 0 0 0 0 0 29 48 11 16 3 0 0 0 0 0 0 0 0 0 7814:45 16 14 7 1 0 0 0 0 0 0 0 0 0 38 4 4 15 6 0 0 0 0 0 0 0 0 0 29 20 18 22 7 0 0 0 0 0 0 0 0 0 6715:00 37 9 7 0 0 0 0 0 0 0 0 0 0 53 1 15 13 6 0 0 0 0 0 0 0 0 0 35 38 24 20 6 0 0 0 0 0 0 0 0 0 8815:15 21 10 7 1 0 0 0 0 0 0 0 0 0 39 1 6 15 11 0 0 0 0 0 0 0 0 0 33 22 16 22 12 0 0 0 0 0 0 0 0 0 7215:30 41 4 4 0 0 0 0 0 0 0 0 0 0 49 2 8 12 3 0 0 0 0 0 0 0 0 0 25 43 12 16 3 0 0 0 0 0 0 0 0 0 74 15:45 3 8 10 1 0 0 0 0 0 0 0 0 0 22 0 8 11 3 0 0 0 0 0 0 0 0 0 22 3 16 21 4 0 0 0 0 0 0 0 0 0 4416:00 9 8 12 0 0 0 0 0 0 0 0 0 0 29 2 9 10 5 0 0 0 0 0 0 0 0 0 26 11 17 22 5 0 0 0 0 0 0 0 0 0 5516:15 5 10 11 2 0 0 0 0 0 0 0 0 0 28 0 5 24 5 0 0 0 0 0 0 0 0 0 34 5 15 35 7 0 0 0 0 0 0 0 0 0 6216:30 3 7 14 1 0 0 0 0 0 0 0 0 0 25 0 1 21 3 0 0 0 0 0 0 0 0 0 25 3 8 35 4 0 0 0 0 0 0 0 0 0 5016:45 13 10 11 0 0 0 0 0 0 0 0 0 0 34 0 7 9 2 0 000 0 0 0 0 0 18 13 17 20 2 0 0 0 0 0 0 0 0 0 5217:00 16 10 4 2 1 0 0 0 0 0 0 0 0 33 0 8 14 4 2 1 0 0 0 0 0 0 0 29 16 18 18 6 3 1 0 0 0 0 0 0 0 6217:15 12 11 9 2 0 0 0 0 0 0 0 0 0 34 0 9 23 6 0 0 0 0 0 0 0 0 0 38 12 20 32 8 0 0 0 0 0 0 0 0 0 7217:30 43 1 4 0 0 0 0 0 0 0 0 0 0 48 0 9 25 2 0 0 0 0 0 0 0 0 0 36 43 10 29 2 0 0 0 0 0 0 0 0 0 8417:45 3791000000000 20 0 6 11 4 1 0 0 0 0 0 0 0 0 22 3 13 20 5 1 0 0 0 0 0 0 0 0 4218:00 4 11 15 4 0 0 0 0 0 0 0 0 0 34 0 5 28 7 0 0 0 0 0 0 0 0 0 40 4 16 43 11 0 0 0 0 0 0 0 0 0 7418:15 3 13 13 2 0 0 0 0 0 0 0 0 0 31 0 3 15 6 0 0 0 0 0 0 0 0 0 24 3 16 28 8 0 0 0 0 0 0 0 0 0 5518:30 4 8 11 4 0 0 0 0 0 0 0 0 0 27 0 4 11 5 0 0 0 0 0 0 0 0 0 20 4 12 22 9 0 0 0 0 0 0 0 0 0 4718:45 9 17 12 0 0 0 0 0 0 0 0 0 0 38 0 3 11 1 1 0 0 0 0 0 0 0 0 16 9 20 23 1 1 0 0 0 0 0 0 0 0 5419:00 2 23 10 1 0 0 0 0 0 0 0 0 0 36 0 3 11 6 1 0 0 0 0 0 0 0 0 21 2 26 21 7 1 0 0 0 0 0 0 0 0 5719:15 1 14 16 1 0 0 0 0 0 0 0 0 0 32 1 4 6 5 0 000 0 0 0 0 0 16 2 18 22 6 0 0 0 0 0 0 0 0 0 48 19:30 7 16 8 0 0 0 0 0 0 0 0 0 0 31 0 6 9 3 0 000 0 0 0 0 0 18 7 22 17 3 0 0 0 0 0 0 0 0 0 4919:45 4 14 13 1 0 0 0 0 0 0 0 0 0 32 0 0 6 4 0 000 0 0 0 0 0 10 4 14 19 5 0 0 0 0 0 0 0 0 0 4220:00 1 7 11 1 0 0 0 0 0 0 0 0 0 20 0 0 3 1 0 000 0 0 0 0 0 4 1 7 14 2 0 0 0 0 0 0 0 0 0 2420:15 0 12 8 0 0 0 0 0 0 0 0 0 0 20 0 3 10 2 0 0 0 0 0 0 0 0 0 15 0 15 18 2 0 0 0 0 0 0 0 0 0 3520:30 1 16 13 3 0 0 0 0 0 0 0 0 0 33 0 1 1 1 0 000 0 0 0 0 0 3 1 17 14 4 0 0 0 0 0 0 0 0 0 3620:45 3 11 10 1 0 0 0 0 0 0 0 0 0 25 0 2 1 2 0 000 0 0 0 0 0 5 3 13 11 3 0 0 0 0 0 0 0 0 0 3021:00 0692000000000 17 0 1 5 0 1 000 0 0 0 0 0 7 0 7 14 2 1 0 0 0 0 0 0 0 0 2421:15 3861000000000 18 0 3 4 1 0 000 0 0 0 0 0 8 3 11 10 2 0 0 0 0 0 0 0 0 0 2621:30 0440000000000 8 0 2 2 2 0 000 0 0 0 0 0 6 0662000000000 1421:45 0522000000000 9 0 2 3 2 0 000 0 0 0 0 0 7 0754000000000 1622:00 0251000000000 8 0 2 1 2 0 000 0 0 0 0 0 5 0463000000000 1322:15 0810000000000 9 1 4 1 3 0 000 0 0 0 0 0 9 1 12 2 3 0 0 0 0 0 0 0 0 0 1822:30 1221000000000 6 0 0 3 1 0 000 0 0 0 0 0 4 1252000000000 1022:45 0310000000000 4 012000 00 0 0 0 0 0 3 0430000000000 7 23:00 0341000000000 8 0 0 0 0 0 000 0 0 0 0 0 0 0341000000000 823:15 0121000000000 4 0 0 0 0 0 000 0 0 0 0 0 0 0121000000000 423:30 0040000000000 4 0 0 1 1 0 000 0 0 0 0 0 2 0051000000000 623:45 0300000000000 3 0 0 0 0 0 000 0 0 0 0 0 0 0300000000000 3 Totals 481 772 716 83 400000000 2,056 28 343 835 283 22 3 0 000000 1,514 509 1,115 1,551 366 26 30000000 3,570 % of Totals 23% 38% 35% 4% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 2% 23% 55% 19% 1% 0% 0% 0% 0% 0% 0% 0% 0% 100% 14% 31% 43% 10% 1% 0% 0% 0% 0% 0% 0% 0% 0% 100% 15-MINUTE BREAKDOWN
21 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_003
NB SB EB WB Total
0 0 8,939 10,128 19,067

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 00:00 4 11 15 12:00 131 144 275 00:00 01:00 23 22 45
00:15 84 12 12:15 138 159 297 01:00 02:00 18 21 39
00:30 46 10 12:30 147 143 290 02:00 03:00 14 13 27
00:45 71 8 12:45 135 143 278 03:00 04:00 11 13 24
01:00 85 13 13:00 124 169 293 04:00 05:00 29 27 56
01:15 64 10 13:15 144 151 295 05:00 06:00 102 63 165
01:30 37 10 13:30 128 142 270 06:00 07:00 324 153 477
01:45 15 6 13:45 170 170 340 07:00 08:00 733 392 1125
02:00 32 5 14:00 136 190 326 08:00 09:00 685 632 1317
02:15 25 7 14:15 151 195 346 09:00 10:00 615 512 1127
02:30 55 10 14:30 202 204 406 10:00 11:00 672 558 1230
02:45 41 5 14:45 174 195 369 11:00 12:00 556 570 1126
03:00 15 6 15:00 149 225 374 12:00 13:00 551 589 1140
03:15 51 6 15:15 137 241 378 13:00 14:00 566 632 1198
03:30 44 8 15:30 149 246 395 14:00 15:00 663 784 1447
03:45 13 4 15:45 148 199 347 15:00 16:00 583 911 1494
04:00 24 6 16:00 133 196 329 16:00 17:00 556 800 1356
04:15 49 13 16:15 147 180 327 17:00 18:00 596 878 1474
04:30 97 16 16:30 134 192 326 18:00 19:00 610 774 1384
04:45 14 7 21 16:45 142 232 374 19:00 20:00 399 657 1056 05:00 21 9 30 17:00 154 223 377 20:00 21:00 247 516 763 05:15 16 6 22 17:15 130 221 351 21:00 22:00 203 347 550 05:30 37 17 54 17:30 156 222 378 22:00 23:00 123 165 288 05:45 28 31 59 17:45 156 212 368 23:00 00:00 60 99 159
06:00 58 25 83 18:00 165 205 370
06:15 71 31 102 18:15 165 195 360 NB SB EB WB TOTAL
06:30 84 36 120 18:30 137 178 315 00:00 to 12:00
06:45 111 61 172 18:45 143 196 339 3782 2976 6758
07:00 131 78 209 19:00 132 177 309 07:15 08:00 07:45
07:15 186 85 271 19:15 101 169 270 783 632 1329
07:30 187 117 304 19:30 79 146 225 0.855 0.919 0.941
07:45 229 112 341 19:45 87 165 252
08:00 181 172 353 20:00 65 131 196 12:00 to 00:00
08:15 153 159 312 20:15 69 115 184 5157 7152 12309
08:30 185 138 323 20:30 53 138 191 14:15 15:00 14:30
08:45 166 163 329 20:45 60 132 192 676 911 1527
09:00 160 134 294 21:00 46 122 168 0.837 0.926 0.940
09:15 134 116 250 21:15 61 95 156
09:30 153 133 286 21:30 48 66 114 07:00 to 09:00
09:45 168 129 297 21:45 48 64 112 1418 1024 2442
10:00 172 128 300 22:00 32 55 87 07:15 08:00 07:45
10:15 176 124 300 22:15 34 43 77 783 632 1329
10:30 172 156 328 22:30 33 43 76 0.855 0.919 0.941
10:45 152 150 302 22:45 24 24 48
11:00 132 119 251 23:00 22 43 65 16:00 to 18:00
11:15 150 148 298 23:15 18 14 32 1152 1678 2830
11:30 126 157 283 23:30 13 31 44 17:00 16:45 16:45
11:45 148 146 294 23:45 7 11 18 596 898 1480
TOTALS 0 0 3782 2976 6758 TOTALS 0 0 5157 7152 12309 0.955 0.968 0.979 SPLIT % 0% 0% 56% 44% 35% SPLIT % 0% 0% 42% 58% 65%
Volume
Prepared by National Data & Surveying Services
VOLUME
Middlefield Rd W/O Watkins Ave
03/10/2026

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

NB SB EB WB
22 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_003
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 00:00 0 0 0 8 11 3 1 0 0 0 0 0 0 23 0 0 0 10 9 3 0 0 0 0 0 0 0 22 0 0 0 18 20 6 1 0 0 0 0 0 0 45 01:00 0 0 0 3 10 3 2 0 0 0 0 0 0 18 0 0 0 6 9 411 0 0 0 0 0 21 0 0 0 9 19 7 3 1 0 0 0 0 0 3902:00 0007511000000 14 0 0 0 3 6 400 0 0 0 0 0 13 0 0 0 10 11 5 1 0 0 0 0 0 0 2703:00 0004331000000 11 0 0 1 2 4 221 1 0 0 0 0 13 0016753110000 2404:00 0 0 0 10 10 7 2 0 0 0 0 0 0 29 0 0 1 4 16 2 3 0 1 0 0 0 0 27 0 0 1 14 26 9 5 0 1 0 0 0 0 5605:00 0 0 2 29 42 25 3 0 1 0 0 0 0 102 0 1 6 15 23 14 4 0 0 0 0 0 0 63 0 1 8 44 65 39 7 0 1 0 0 0 0 16506:00 2 1 9 140 119 44 4 5 0 0 0 0 0 324 0 1 7 41 59 35 9 0 1 0 0 0 0 153 2 2 16 181 178 79 13 5 1 0 0 0 0 47707:00 8 36 143 317 184 42 3 0 0 0 0 0 0 733 7 9 53 184 105 27 5 2 0 0 0 0 0 392 15 45 196 501 289 69 8 2 0 0 0 0 0 112508:00 11 28 117 274 203 47 5 0 0 0 0 0 0 685 16 51 139 293 119 14 0 0 0 0 0 0 0 632 27 79 256 567 322 61 5 0 0 0 0 0 0 131709:00 1 14 103 281 171 44 1 0 0 0 0 0 0 615 0 15 133 248 92 23 1 0 0 0 0 0 0 512 1 29 236 529 263 67 2 0 0 0 0 0 0 112710:00 25 26 105 304 171 37 4 0 0 0 0 0 0 672 7 31 156 236 114 14 0 0 0 0 0 0 0 558 32 57 261 540 285 51 4 0 0 0 0 0 0 123011:00 0 9 47 246 195 57 2 0 0 0 0 0 0 556 18 27 90 271 140 23 1 0 0 0 0 0 0 570 18 36 137 517 335 80 3 0 0 0 0 0 0 112612:00 0 2 35 198 245 64 5 2 0 0 0 0 0 551 34 38 129 254 114 19 1 0 0 0 0 0 0 589 34 40 164 452 359 83 6 2 0 0 0 0 0 114013:00 5 11 89 222 184 51 4 0 0 0 0 0 0 566 23 43 144 243 148 26 5 0 0 0 0 0 0 632 28 54 233 465 332 77 9 0 0 0 0 0 0 119814:00 0 9 100 333 189 28 4 0 0 0 0 0 0 663 10 30 181 352 185 26 0 0 0 0 0 0 0 784 10 39 281 685 374 54 4 0 0 0 0 0 0 144715:00 1 16 56 242 200 62 5 0 1 0 0 0 0 583 134 206 300 197 63 10 1 0 0 0 0 0 0 911 135 222 356 439 263 72 6 0 1 0 0 0 0 149416:00 1 2 22 246 215 64 5 1 0 0 0 0 0 556 57 100 211 272 143 15 2 0 0 0 0 0 0 800 58 102 233 518 358 79 7 1 0 0 0 0 0 135617:00 7 10 78 241 204 48 7 1 0 0 0 0 0 596 125 223 293 168 63 6 0 0 0 0 0 0 0 878 132 233 371 409 267 54 7 1 0 0 0 0 0 147418:00 0 3 61 256 212 67 10 0 1 0 0 0 0 610 47 109 229 266 97 23 3 0 0 0 0 0 0 774 47 112 290 522 309 90 13 0 1 0 0 0 0 138419:00 0 3 34 161 150 48 3 0 0 0 0 0 0 399 24 33 123 303 158 15 1 0 0 0 0 0 0 657 24 36 157 464 308 63 4 0 0 0 0 0 0 105620:00 0 1 15 89 107 30 4 0 1 0 0 0 0 247 0 2 99 259 126 28 2 0 0 0 0 0 0 516 0 3 114 348 233 58 6 0 1 0 0 0 0 76321:00 0 0 11 73 89 30 0 0 0 0 0 0 0 203 0 4 33 153 131 22 3 1 0 0 0 0 0 347 0 4 44 226 220 52 3 1 0 0 0 0 0 55022:00 0 0 10 41 49 19 1 2 1 0 0 0 0 123 1 1 13 67 51 28 3 1 0 0 0 0 0 165 1 1 23 108 100 47 4 3 1 0 0 0 0 28823:00 0 0 3 16 30 8 3 0 0 0 0 0 0 60 0 0 6 39 35 14 4 0 1 0 0 0 0 99 0 0 9 55 65 22 7 0 1 0 0 0 0 159 Totals 61 171 1,040 3,741 2,998 832 80 11 50000 8,939 503 924 2,347 3,886 2,010 397 51 640000 10,128 564 1,095 3,387 7,627 5,008 1,229 131 17 90000 19,067 % of Totals 1% 2% 12% 42% 34% 9% 1% 0% 0% 100% 5% 9% 23% 38% 20% 4% 1% 0% 0% 100% 3% 6% 18% 40% 26% 6% 1% 0% 0% 100% 00:00 - 12:00 47 114 526 1623 1124 313 29 510000 3782 48 135 586 1313 696 165 26 430000 2976 95 249 1112 2936 1820 478 55 940000 6758 % 1% 1% 6% 18% 13% 4% 0% 0% 0% 0% 0% 0% 0% 42% 1% 2% 7% 15% 8% 2% 0% 0% 0% 0% 0% 0% 0% 33% 1% 3% 12% 33% 20% 5% 1% 0% 0% 0% 0% 0% 0% 76% Peak Hour 09:45 07:15 07:15 07:15 11:45 11:30 06:15 05:45 04:30 00:00 00:00 00:00 00:00 07:15 11:45 08:00 10:00 08:00 11:15 06:15 05:30 06:45 03:15 00:00 00:00 00:00 00:00 08:00 10:30 07:45 08:15 07:30 11:45 11:30 06:15 05:45 03:15 00:00 00:00 00:00 00:00 07:45 Peak Volume 25 45 151 341 248 68 6 5 1 0 0 0 0 783 34 51 156 293 143 38 9 2 2 0 0 0 0 632 39 79 276 604 359 89 14 5 2 0 0 0 0 1329 12:00 - 24:00 14 57 514 2118 1874 519 51 640000 5157 455 789 1761 2573 1314 232 25 210000 7152 469 846 2275 4691 3188 751 76 850000 12309 % 0% 1% 6% 24% 21% 6% 1% 0% 0% 0% 0% 0% 0% 58% 5% 9% 20% 29% 15% 3% 0% 0% 0% 0% 0% 0% 0% 80% 5% 9% 25% 52% 36% 8% 1% 0% 0% 0% 0% 0% 0% 138% Peak Hour 17:00 14:30 13:45 14:15 12:00 15:30 17:30 12:00 14:30 12:00 12:00 12:00 12:00 14:15 15:00 17:00 14:45 14:00 13:45 13:15 22:30 20:45 22:45 12:00 12:00 12:00 12:00 15:00 15:00 17:00 14:45 14:00 13:45 15:45 18:00 22:00 22:45 12:00 12:00 12:00 12:00 14:30 Peak Volume 7 20 117 335 245 72 10 2 1 0 0 0 0 676 134 223 313 352 186 31 7 1 1 0 0 0 0 911 135 233 396 685 381 90 13 3 2 0 0 0 0 1527 07:00 - 09:00 19 64 260 591 387 89 8 0 0 0 0 0 0 1418 23 60 192 477 224 41 5200000 1024 42 124 452 1068 611 130 13 200000 2442 % 0% 1% 3% 7% 4% 1% 0% 0% 0% 0% 0% 0% 0% 16% 0% 1% 2% 5% 3% 0% 0% 0% 0% 0% 0% 0% 0% 11% 0% 1% 5% 12% 7% 1% 0% 0% 0% 0% 0% 0% 0% 27% Peak Hour 08:00 07:15 07:15 07:15 08:00 07:45 07:45 07:00 07:00 07:00 07:00 07:00 07:00 07:15 08:00 08:00 08:00 08:00 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 08:00 08:00 07:45 07:45 07:30 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:45 Peak Volume 11 45 151 341 203 48 5 0 0 0 0 0 0 783 16 51 139 293 133 27 5 2 0 0 0 0 0 632 27 79 265 604 326 69 8 2 0 0 0 0 0 1329 16:00 - 18:00 8 12 100 487 419 112 12 2 0 0 0 0 0 1152 182 323 504 440 206 21 2000000 1678 190 335 604 927 625 133 14 200000 2830 % 0% 0% 1% 5% 5% 1% 0% 0% 0% 0% 0% 0% 0% 13% 2% 4% 6% 5% 2% 0% 0% 0% 0% 0% 0% 0% 0% 19% 2% 4% 7% 10% 7% 1% 0% 0% 0% 0% 0% 0% 0% 32% Peak Hour 17:00 16:45 17:00 16:15 16:00 16:00 16:45 16:30 16:00 16:00 16:00 16:00 16:00 17:00 17:00 17:00 17:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:45 17:00 17:00 17:00 16:15 16:00 16:00 16:45 16:30 16:00 16:00 16:00 16:00 16:00 16:45 Peak Volume 7 10 78 279 215 64 7 2 0 0 0 0 0 596 125 223 293 272 143 15 2 0 0 0 0 0 0 898 132 233 371 528 358 79 8 2 0 0 0 0 0 1480 15 20 25 30 35 40 45 50 55 60 65 70 200 15 20 25 30 35 40 45 50 55 60 65 70 200 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd W/O Watkins Ave
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total

HOURLY BREAKDOWN STATISTICS
Direction Percentiles Direction
26 30 30 34
Pace
15th 50th Average 85th 95th ADT 10mph Pace # in Pace % in Pace Number of Vehicles >= 55 MPH % of Vehicles >= 55 MPH 0 0%
WESTBOUND 21 27 27 32 6668 66%
EASTBOUND 37 8939 EASTBOUND 25-34 mph 6813 76%
0%
1 0%
TOTALS 23 29 28 33 36 19067 TOTALS
35 10128 WESTBOUND 23-32 mph
24-33 mph 13250 69% 1
23 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_003
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd W/O Watkins Ave
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
00:00 0001300000000 4 0 0 0 4 5 200 0 0 0 0 0 11 0005820000000 1500:15 0002510000000 8 0 0 0 2 1 100 0 0 0 0 0 4 0004620000000 1200:30 0002110000000 4 0 0 0 3 3 000 0 0 0 0 0 6 0005410000000 1000:45 0003211000000 7 0 0 0 1 0 000 0 0 0 0 0 1 0004211000000 801:00 0000611000000 8 0 0 0 1 1 201 0 0 0 0 0 5 0001731100000 1301:15 0002121000000 6 0 0 0 2 2 000 0 0 0 0 0 4 0004321000000 1001:30 0001200000000 3 0 0 0 2 3 110 0 0 0 0 0 7 0003511000000 1001:45 0000100000000 1 0 0 0 1 3 100 0 0 0 0 0 5 0001410000000 602:00 0001101000000 3 0 0 0 1 1 000 0 0 0 0 0 2 0002201000000 502:15 0000110000000 2 0 0 0 1 3 100 0 0 0 0 0 5 0001420000000 702:30 0003200000000 5 0 0 0 1 2 200 0 0 0 0 0 5 0004420000000 1002:45 0003100000000 4 0 0 0 0 0 100 0 0 0 0 0 1 0003110000000 503:00 0000100000000 1 0 0 0 2 2 001 0 0 0 0 0 5 0002300100000 603:15 0002120000000 5 0 0 0 0 0 000 1 0 0 0 0 1 0002120010000 603:30 0002110000000 4 0 0 1 0 2 100 0 0 0 0 0 4 0012320000000 803:45 0000001000000 1 000001 20 0 0 0 0 0 3 0000013000000 4 04:00 0002000000000 2 0 0 0 1 1 010 1 0 0 0 0 4 0003101010000 604:15 0002110000000 4 0 0 0 2 5 110 0 0 0 0 0 9 0004621000000 1304:30 0002331000000 9 0 0 0 1 6 000 0 0 0 0 0 7 0003931000000 1604:45 0004631000000 14 0 0 1 0 4 110 0 0 0 0 0 7 0 0 1 4 10 4 2 0 0 0 0 0 0 2105:00 0005871000000 21 0 0 3 0 4 110 0 0 0 0 0 9 0 0 3 5 12 8 2 0 0 0 0 0 0 3005:15 0003750010000 16 0 0 0 2 3 100 0 0 0 0 0 6 0 0 0 5 10 6 0 0 1 0 0 0 0 2205:30 0 0 1 13 14 8 1 0 0 0 0 0 0 37 0 0 2 0 8 520 0 0 0 0 0 17 0 0 3 13 22 13 3 0 0 0 0 0 0 5405:45 0 0 1 8 13 5 1 0 0 0 0 0 0 28 0 1 1 13 8 7 1 0 0 0 0 0 0 31 0 1 2 21 21 12 2 0 0 0 0 0 0 5906:00 1 0 1 21 29 6 0 0 0 0 0 0 0 58 0 0 0 4 10 7 3 0 1 0 0 0 0 25 1 0 1 25 39 13 3 0 1 0 0 0 0 8306:15 1 0 0 24 34 8 2 2 0 0 0 0 0 71 0 1 0 3 16 8 3 0 0 0 0 0 0 31 1 1 0 27 50 16 5 2 0 0 0 0 0 10206:30 0 0 2 37 23 19 0 3 0 0 0 0 0 84 0 0 0 14 14 6 2 0 0 0 0 0 0 36 0 0 2 51 37 25 2 3 0 0 0 0 0 12006:45 0 1 6 58 33 11 2 0 0 0 0 0 0 111 0 0 7 20 19 14 1 0 0 0 0 0 0 61 0 1 13 78 52 25 3 0 0 0 0 0 0 17207:00 5 5 20 61 28 10 2 0 0 0 0 0 0 131 6 0 13 28 19 10 2 0 0 0 0 0 0 78 11 5 33 89 47 20 4 0 0 0 0 0 0 20907:15 06 42 75 51 11 1 0 0 0 0 0 0 186 0 1 9 39 29 6 0 1 0 0 0 0 0 85 0 7 51 114 80 17 1 1 0 0 0 0 0 271 07:30 3 12 25 88 50 9 0 0 0 0 0 0 0 187 0 2 15 63 30 4 2 1 0 0 0 0 0 117 3 14 40 151 80 13 2 1 0 0 0 0 0 30407:45 0 13 56 93 55 12 0 0 0 0 0 0 0 229 1 6 16 54 27 7 1 0 0 0 0 0 0 112 1 19 72 147 82 19 1 0 0 0 0 0 0 34108:00 6 14 28 85 37 11 0 0 0 0 0 0 0 181 3 10 28 80 47 4 0 0 0 0 0 0 0 172 9 24 56 165 84 15 0 0 0 0 0 0 0 35308:15 0 2 35 59 43 12 2 0 0 0 0 0 0 153 6 3 41 82 24 3 0 0 0 0 0 0 0 159 6 5 76 141 67 15 2 0 0 0 0 0 0 31208:30 0 6 20 76 67 13 3 0 0 0 0 0 0 185 0 25 41 47 20 5 0 0 0 0 0 0 0 138 0 31 61 123 87 18 3 0 0 0 0 0 0 32308:45 5 6 34 54 56 11 0 0 0 0 0 0 0 166 7 13 29 84 28 2 0 0 0 0 0 0 0 163 12 19 63 138 84 13 0 0 0 0 0 0 0 32909:00 0 6 38 74 25 16 1 0 0 0 0 0 0 160 0 4 38 61 26 5 0 0 0 0 0 0 0 134 0 10 76 135 51 21 1 0 0 0 0 0 0 29409:15 1 3 29 63 28 10 0 0 0 0 0 0 0 134 0 0 27 68 16 5 0 0 0 0 0 0 0 116 1 3 56 131 44 15 0 0 0 0 0 0 0 25009:30 0 4 18 71 50 10 0 0 0 0 0 0 0 153 0 4 37 67 20 5 0 0 0 0 0 0 0 133 0 8 55 138 70 15 0 0 0 0 0 0 0 28609:45 0 1 18 73 68 8 0 0 0 0 0 0 0 168 0 7 31 52 30 8 1 0 0 0 0 0 0 129 0 8 49 125 98 16 1 0 0 0 0 0 0 29710:00 5 4 34 79 41 8 1 0 0 0 0 0 0 172 0 1 27 66 32 2 0 0 0 0 0 0 0 128 5 5 61 145 73 10 1 0 0 0 0 0 0 30010:15 0 0 26 89 52 9 0 0 0 0 0 0 0 176 0 6 43 48 25 2 0 0 0 0 0 0 0 124 0 6 69 137 77 11 0 0 0 0 0 0 0 30010:30 20 21 31 67 22 10 1 0 0 0 0 0 0 172 6 9 42 67 26 6 0 0 0 0 0 0 0 156 26 30 73 134 48 16 1 0 0 0 0 0 0 32810:45 0 1 14 69 56 10 2 0 0 0 0 0 0 152 1 15 44 55 31 4 0 0 0 0 0 0 0 150 1 16 58 124 87 14 2 0 0 0 0 0 0 302 11:00 0 1 4 59 55 13 0 0 0 0 0 0 0 132 0 2 22 67 24 4 0 0 0 0 0 0 0 119 0 3 26 126 79 17 0 0 0 0 0 0 0 25111:15 0 4 16 74 49 7 0 0 0 0 0 0 0 150 12 14 19 64 34 5 0 0 0 0 0 0 0 148 12 18 35 138 83 12 0 0 0 0 0 0 0 29811:30 0 3 13 62 29 17 2 0 0 0 0 0 0 126 6 3 22 69 46 10 1 0 0 0 0 0 0 157 6 6 35 131 75 27 3 0 0 0 0 0 0 28311:45 0 1 14 51 62 20 0 0 0 0 0 0 0 148 0 8 27 71 36 4 0 0 0 0 0 0 0 146 0 9 41 122 98 24 0 0 0 0 0 0 0 294 15-MINUTE BREAKDOWN
24 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_003
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd W/O Watkins Ave
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
12:00 0 0 6 35 74 13 2 1 0 0 0 0 0 131 14 15 25 62 27 1 0 0 0 0 0 0 0 144 14 15 31 97 101 14 2 1 0 0 0 0 0 27512:15 0 0 6 49 62 18 2 1 0 0 0 0 0 138 12 16 45 62 18 6 0 0 0 0 0 0 0 159 12 16 51 111 80 24 2 1 0 0 0 0 0 29712:30 0 2 20 58 50 17 0 0 0 0 0 0 0 147 8 5 34 61 30 4 1 0 0 0 0 0 0 143 8 7 54 119 80 21 1 0 0 0 0 0 0 29012:45 0 0 3 56 59 16 1 0 0 0 0 0 0 135 0 2 25 69 39 8 0 0 0 0 0 0 0 143 0 2 28 125 98 24 1 0 0 0 0 0 0 27813:00 0 1 20 50 43 10 0 0 0 0 0 0 0 124 14 20 51 46 30 6 2 0 0 0 0 0 0 169 14 21 71 96 73 16 2 0 0 0 0 0 0 29313:15 0 0 8 59 54 22 1 0 0 0 0 0 0 144 2 9 24 67 47 2 0 0 0 0 0 0 0 151 2 9 32 126 101 24 1 0 0 0 0 0 0 29513:30 1 3 12 48 50 12 2 0 0 0 0 0 0 128 2 6 19 66 36 11 2 0 0 0 0 0 0 142 3 9 31 114 86 23 4 0 0 0 0 0 0 27013:45 4 7 49 65 37 7 1 0 0 0 0 0 0 170 5 8 50 64 35 7 1 0 0 0 0 0 0 170 9 15 99 129 72 14 2 0 0 0 0 0 0 34014:00 0 2 17 66 42 7 2 0 0 0 0 0 0 136 3 2 43 77 54 11 0 0 0 0 0 0 0 190 3 4 60 143 96 18 2 0 0 0 0 0 0 32614:15 0 2 16 53 68 11 1 0 0 0 0 0 0 151 1 7 45 95 45 2 0 0 0 0 0 0 0 195 1 9 61 148 113 13 1 0 0 0 0 0 0 34614:30 0 4 35 106 48 8 1 0 0 0 0 0 0 202 5 13 37 89 52 8 0 0 0 0 0 0 0 204 5 17 72 195 100 16 1 0 0 0 0 0 0 40614:45 0 1 32 108 31 2 0 0 0 0 0 0 0 174 1 8 56 91 34 5 0 0 0 0 0 0 0 195 1 9 88 199 65 7 0 0 0 0 0 0 0 36915:00 0 4 18 68 46 11 2 0 0 0 0 0 0 149 35 38 74 62 14 2 0 0 0 0 0 0 0 225 35 42 92 130 60 13 2 0 0 0 0 0 0 37415:15 0 11 17 45 51 10 2 0 1 0 0 0 0 137 41 78 108 14 0 0 0 0 0 0 0 0 0 241 41 89 125 59 51 10 2 0 1 0 0 0 0 37815:30 0 1 16 63 50 18 1 0 0 0 0 0 0 149 32 46 75 72 17 3 1 0 0 0 0 0 0 246 32 47 91 135 67 21 2 0 0 0 0 0 0 395 15:45 1 0 5 66 53 23 0 0 0 0 0 0 0 148 26 44 43 49 32 5 0 0 0 0 0 0 0 199 27 44 48 115 85 28 0 0 0 0 0 0 0 34716:00 0 1 5 46 66 13 2 0 0 0 0 0 0 133 16 24 54 66 31 5 0 0 0 0 0 0 0 196 16 25 59 112 97 18 2 0 0 0 0 0 0 32916:15 1 1 11 69 45 18 2 0 0 0 0 0 0 147 15 22 55 53 33 2 0 0 0 0 0 0 0 180 16 23 66 122 78 20 2 0 0 0 0 0 0 32716:30 0 0 4 61 50 17 1 1 0 0 0 0 0 134 16 38 48 58 24 7 1 0 0 0 0 0 0 192 16 38 52 119 74 24 2 1 0 0 0 0 0 32616:45 0 0 2 70 54 16 0 0 0 0 0 0 0 142 10 16 54 95 55 1 1 0 0 0 0 0 0 232 10 16 56 165 109 17 1 0 0 0 0 0 0 37417:00 0 0 16 79 48 9 2 0 0 0 0 0 0 154 33 65 70 43 11 1 0 0 0 0 0 0 0 223 33 65 86 122 59 10 2 0 0 0 0 0 0 37717:15 0 0 19 42 53 14 1 1 0 0 0 0 0 130 43 68 76 26 8 0 0 0 0 0 0 0 0 221 43 68 95 68 61 14 1 1 0 0 0 0 0 35117:30 5 10 34 60 35 8 4 0 0 0 0 0 0 156 26 53 79 40 21 3 0 0 0 0 0 0 0 222 31 63 113 100 56 11 4 0 0 0 0 0 0 37817:45 2 0 9 60 68 17 0 0 0 0 0 0 0 156 23 37 68 59 23 2 0 0 0 0 0 0 0 212 25 37 77 119 91 19 0 0 0 0 0 0 0 36818:00 0 1 19 77 50 15 3 0 0 0 0 0 0 165 20 29 79 57 17 3 0 0 0 0 0 0 0 205 20 30 98 134 67 18 3 0 0 0 0 0 0 37018:15 0 0 15 64 64 19 3 0 0 0 0 0 0 165 7 22 44 85 29 8 0 0 0 0 0 0 0 195 7 22 59 149 93 27 3 0 0 0 0 0 0 36018:30 0 0 10 60 49 17 1 0 0 0 0 0 0 137 13 30 47 57 25 4 2 0 0 0 0 0 0 178 13 30 57 117 74 21 3 0 0 0 0 0 0 31518:45 0 2 17 55 49 16 3 0 1 0 0 0 0 143 7 28 59 67 26 8 1 0 0 0 0 0 0 196 7 30 76 122 75 24 4 0 1 0 0 0 0 33919:00 0 0 19 57 42 13 1 0 0 0 0 0 0 132 13 10 28 71 53 2 0 0 0 0 0 0 0 177 13 10 47 128 95 15 1 0 0 0 0 0 0 30919:15 03 11 40 30 17 0 0 0 0 0 0 0 101 0 0 24 101 42 2 0 0 0 0 0 0 0 169 0 3 35 141 72 19 0 0 0 0 0 0 0 270 19:30 0 0 1 35 36 7 0 0 0 0 0 0 0 79 6 6 32 64 33 4 1 0 0 0 0 0 0 146 6 6 33 99 69 11 1 0 0 0 0 0 0 22519:45 0 0 3 29 42 11 2 0 0 0 0 0 0 87 5 17 39 67 30 7 0 0 0 0 0 0 0 165 5 17 42 96 72 18 2 0 0 0 0 0 0 25220:00 0 0 1 18 35 10 0 0 1 0 0 0 0 65 0 0 33 69 21 8 0 0 0 0 0 0 0 131 0 0 34 87 56 18 0 0 1 0 0 0 0 19620:15 0 0 9 28 24 5 3 0 0 0 0 0 0 69 0 1 22 49 35 6 2 0 0 0 0 0 0 115 0 1 31 77 59 11 5 0 0 0 0 0 0 18420:30 0 1 1 19 28 4 0 0 0 0 0 0 0 53 0 1 28 70 32 7 0 0 0 0 0 0 0 138 0 2 29 89 60 11 0 0 0 0 0 0 0 19120:45 0 0 4 24 20 11 1 0 0 0 0 0 0 60 0 0 16 71 38 7 0 0 0 0 0 0 0 132 0 0 20 95 58 18 1 0 0 0 0 0 0 19221:00 0 0 0 14 22 10 0 0 0 0 0 0 0 46 0 0 8 56 52 5 1 0 0 0 0 0 0 122 0 0 8 70 74 15 1 0 0 0 0 0 0 16821:15 0 0 7 20 30 4 0 0 0 0 0 0 0 61 0 2 15 45 28 5 0 0 0 0 0 0 0 95 0 2 22 65 58 9 0 0 0 0 0 0 0 15621:30 0 0 3 21 15 9 0 0 0 0 0 0 0 48 0 1 8 19 30 6 1 1 0 0 0 0 0 66 0 1 11 40 45 15 1 1 0 0 0 0 0 11421:45 0 0 1 18 22 7 0 0 0 0 0 0 0 48 0 1 2 33 21 6 1 0 0 0 0 0 0 64 0 1 3 51 43 13 1 0 0 0 0 0 0 11222:00 0 0 0 15 12 5 0 0 0 0 0 0 0 32 0 0 3 21 21 10 0 0 0 0 0 0 0 55 0 0 3 36 33 15 0 0 0 0 0 0 0 8722:15 0 0 5 9 14 4 1 1 0 0 0 0 0 34 1 0 4 22 8 8 0 0 0 0 0 0 0 43 1 0 9 31 22 12 1 1 0 0 0 0 0 7722:30 0 0 1 12 13 6 0 1 0 0 0 0 0 33 0 0 5 18 13 7 0 0 0 0 0 0 0 43 0 0 6 30 26 13 0 1 0 0 0 0 0 7622:45 0 0 4 5 10 4 0 0 1 0 0 0 0 24 011693 31 0 0 0 0 0 24 0 1 5 11 19 7 3 1 1 0 0 0 0 48 23:00 0 0 1 5 14 2 0 0 0 0 0 0 0 22 0 0 3 18 16 4 2 0 0 0 0 0 0 43 0 0 4 23 30 6 2 0 0 0 0 0 0 6523:15 0017712000000 18 0 0 1 5 5 120 0 0 0 0 0 14 0 0 2 12 12 2 4 0 0 0 0 0 0 3223:30 0013630000000 13 0 0 1 10 12 7 0 0 1 0 0 0 0 31 0 0 2 13 18 10 0 0 1 0 0 0 0 4423:45 0001321000000 7 0 0 1 6 2 200 0 0 0 0 0 11 0017541000000 18 Totals 61 171 1,040 3,741 2,998 832 80 11 50000 8,939 503 924 2,347 3,886 2,010 397 51 640000 10,128 564 1,095 3,387 7,627 5,008 1,229 131 17 90000 19,067 % of Totals 1% 2% 12% 42% 34% 9% 1% 0% 0% 0% 0% 0% 0% 100% 5% 9% 23% 38% 20% 4% 1% 0% 0% 0% 0% 0% 0% 100% 3% 6% 18% 40% 26% 6% 1% 0% 0% 0% 0% 0% 0% 100% 15-MINUTE BREAKDOWN
25 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_004
NB SB EB WB Total
391 437 0 0 828

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 00:00 10 1 12:00 44 8 00:00 01:00 30 3
00:15 00 0 12:15 6 12 18 01:00 02:00 00 0
00:30 20 2 12:30 56 11 02:00 03:00 00 0
00:45 00 0 12:45 65 11 03:00 04:00 00 0
01:00 00 0 13:00 56 11 04:00 05:00 00 0
01:15 00 0 13:15 42 6 05:00 06:00 02 2
01:30 00 0 13:30 64 10 06:00 07:00 28 10
01:45 00 0 13:45 11 3 14 07:00 08:00 7 69 76
02:00 00 0 14:00 53 8 08:00 09:00 35 101 136
02:15 00 0 14:15 48 12 09:00 10:00 20 29 49
02:30 00 0 14:30 2 12 14 10:00 11:00 20 27 47
02:45 00 0 14:45 88 16 11:00 12:00 22 20 42
03:00 00 0 15:00 18 2 20 12:00 13:00 21 27 48
03:15 00 0 15:15 13 4 17 13:00 14:00 26 15 41
03:30 00 0 15:30 14 13 27 14:00 15:00 19 31 50
03:45 00 0 15:45 11 4 15 15:00 16:00 56 23 79
04:00 00 0 16:00 14 4 18 16:00 17:00 56 21 77
04:15 00 0 16:15 15 6 21 17:00 18:00 20 25 45
04:30 00 0 16:30 10 7 17 18:00 19:00 31 20 51
04:45 00 0 16:45 17 4 21 19:00 20:00 24 9 33
05:00 00 0 17:00 36 9 20:00 21:00 14 5 19
05:15 02 2 17:15 42 6 21:00 22:00 85 13
05:30 00 0 17:30 78 15 22:00 23:00 60 6
05:45 00 0 17:45 69 15 23:00 00:00 10 1
06:00 11 2 18:00 13 5 18
06:15 12 3 18:15 74 11 NB SB EB WB TOTAL
06:30 01 1 18:30 67 13 00:00 to 12:00
06:45 04 4 18:45 54 9 109 256 365
07:00 28 10 19:00 74 11 08:00 07:30 07:45
07:15 14 5 19:15 74 11 35 120 148
07:30 2 16 18 19:30 50 5 0.729 0.732 0.860
07:45 2 41 43 19:45 51 6
08:00 5 37 42 20:00 21 3 12:00 to 00:00
08:15 9 26 35 20:15 41 5 282 181 463
08:30 12 16 28 20:30 40 4 15:00 14:00 15:30
08:45 9 22 31 20:45 43 7 56 31 81
09:00 55 10 21:00 00 0 0.778 0.646 0.750
09:15 58 13 21:15 52 7
09:30 5 11 16 21:30 22 4 07:00 to 09:00
09:45 55 10 21:45 11 2 42 170 212
10:00 47 11 22:00 30 3 08:00 07:30 07:45
10:15 98 17 22:15 10 1 35 120 148
10:30 55 10 22:30 10 1 0.729 0.732 0.860
10:45 27 9 22:45 10 1
11:00 47 11 23:00 10 1 16:00 to 18:00
11:15 10 4 14 23:15 00 0 76 46 122
11:30 47 11 23:30 00 0 16:00 17:00 16:00
11:45 42 6 23:45 00 0 56 25 77
TOTALS 109 256 0 0 365 TOTALS 282 181 0 0 463 0.824 0.694 0.917 SPLIT % 30% 70% 0% 0% 44% SPLIT % 61% 39% 0% 0% 56%
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Prepared by National Data & Surveying Services
VOLUME
Palmer Ln N/O Middlefield Rd
03/10/2026

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

STATISTICS
Peak Period
0 20
40 60
80 100
120
00:0001:0002:0003:0004:0005:0006:0007:0008:0009:0010:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00

NB SB EB WB
26 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_004
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 00:00 2100000000000 3 0 0 0 0 0 000 0 0 0 0 0 0 2100000000000 3 01:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 003:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 004:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 005:00 0000000000000 0 0 2 0 0 0 000 0 0 0 0 0 2 0200000000000 206:00 1100000000000 2 2 5 1 0 0 000 0 0 0 0 0 8 3610000000000 1007:00 1420000000000 7 7 43 19 0 0 0 0 0 0 0 0 0 0 69 8 47 21 0 0 0 0 0 0 0 0 0 0 7608:00 16 12 7 0 0 0 0 0 0 0 0 0 0 35 16 60 23 2 0 0 0 0 0 0 0 0 0 101 32 72 30 2 0 0 0 0 0 0 0 0 0 13609:00 5 10 5 0 0 0 0 0 0 0 0 0 0 20 5 13 11 0 0 0 0 0 0 0 0 0 0 29 10 23 16 0 0 0 0 0 0 0 0 0 0 4910:00 7940000000000 20 7 15 5 0 0 0 0 0 0 0 0 0 0 27 14 24 9 0 0 0 0 0 0 0 0 0 0 4711:00 10 10 2 0 0 0 0 0 0 0 0 0 0 22 7 12 1 0 0 0 0 0 0 0 0 0 0 20 17 22 3 0 0 0 0 0 0 0 0 0 0 4212:00 5 14 1 1 0 0 0 0 0 0 0 0 0 21 5 18 3 1 0 0 0 0 0 0 0 0 0 27 10 32 4 2 0 0 0 0 0 0 0 0 0 4813:00 7 17 2 0 0 0 0 0 0 0 0 0 0 26 672000 00 0 0 0 0 0 15 13 24 4 0 0 0 0 0 0 0 0 0 0 4114:00 10 9 0 0 0 0 0 0 0 0 0 0 0 19 11 14 6 0 0 0 0 0 0 0 0 0 0 31 21 23 6 0 0 0 0 0 0 0 0 0 0 5015:00 16 28 12 0 0 0 0 0 0 0 0 0 0 56 5 11 7 0 0 0 0 0 0 0 0 0 0 23 21 39 19 0 0 0 0 0 0 0 0 0 0 7916:00 15 26 15 0 0 0 0 0 0 0 0 0 0 56 9 9 3 0 0 000 0 0 0 0 0 21 24 35 18 0 0 0 0 0 0 0 0 0 0 7717:00 9 10 1 0 0 0 0 0 0 0 0 0 0 20 8 14 3 0 0 0 0 0 0 0 0 0 0 25 17 24 4 0 0 0 0 0 0 0 0 0 0 4518:00 8 21 2 0 0 0 0 0 0 0 0 0 0 31 5 10 5 0 0 0 0 0 0 0 0 0 0 20 13 31 7 0 0 0 0 0 0 0 0 0 0 5119:00 13 8 3 0 0 0 0 0 0 0 0 0 0 24 1 7 1 0 0 000 0 0 0 0 0 9 14 15 4 0 0 0 0 0 0 0 0 0 0 3320:00 8600000000000 14 2 3 0 0 0 000 0 0 0 0 0 5 10 9 0 0 0 0 0 0 0 0 0 0 0 1921:00 4310000000000 8 3 1 1 0 0 000 0 0 0 0 0 5 7420000000000 1322:00 4020000000000 6 0 0 0 0 0 000 0 0 0 0 0 0 4020000000000 623:00 1000000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 1000000000000 1 Totals 142 189 59 1 0 0 0 0 0 0 0 0 0 391 99 244 91 3 0 0 0 0 0 0 0 0 0 437 241 433 150 4 0 0 0 0 0 0 0 0 0 828 % of Totals 36% 48% 15% 0% 100% 23% 56% 21% 1% 100% 29% 52% 18% 0% 100% 00:00 - 12:00 42 47 20 0 0 0 0 0 0 0 0 0 0 109 44 150 60 2 0 0 0 0 0 0 0 0 0 256 86 197 80 2 0 0 0 0 0 0 0 0 0 365 % 11% 12% 5% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 28% 11% 38% 15% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 65% 22% 50% 20% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 93% Peak Hour 08:15 08:00 08:30 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 08:00 07:45 07:30 07:30 07:30 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 07:30 08:00 07:30 08:00 07:30 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 00:00 07:45 Peak Volume 17 12 8 0 0 0 0 0 0 0 0 0 0 35 18 79 26 2 0 0 0 0 0 0 0 0 0 120 32 86 30 2 0 0 0 0 0 0 0 0 0 148 12:00 - 24:00 100 142 39 1 0 0 0 0 0 0 0 0 0 282 55 94 31 1 0 0 0 0 0 0 0 0 0 181 155 236 70 2 0 0 0 0 0 0 0 0 0 463 % 26% 36% 10% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 72% 14% 24% 8% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 46% 40% 60% 18% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 118% Peak Hour 14:45 15:00 15:30 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 15:00 14:00 12:00 15:30 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 14:00 14:45 15:00 15:30 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 15:30 Peak Volume 17 28 16 1 0 0 0 0 0 0 0 0 0 56 11 18 10 1 0 0 0 0 0 0 0 0 0 31 25 39 26 2 0 0 0 0 0 0 0 0 0 81 07:00 - 09:00 17 16 9 0 0 0 0 0 0 0 0 0 0 42 23 103 42 2 0 0 0 0 0 0 0 0 0 170 40 119 51 2 0 0 0 0 0 0 0 0 0 212 % 4% 4% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 11% 6% 26% 11% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 43% 10% 30% 13% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 54% Peak Hour 08:00 08:00 08:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 08:00 07:45 07:30 07:30 07:30 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:30 08:00 07:30 08:00 07:30 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:45 Peak Volume 16 12 7 0 0 0 0 0 0 0 0 0 0 35 18 79 26 2 0 0 0 0 0 0 0 0 0 120 32 86 30 2 0 0 0 0 0 0 0 0 0 148 16:00 - 18:00 24 36 16 0 0 0 0 0 0 0 0 0 0 76 17 23 6 0 0 0 0 0 0 0 0 0 0 46 41 59 22 0 0 0 0 0 0 0 0 0 0 122 % 6% 9% 4% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 19% 4% 6% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 12% 10% 15% 6% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 31% Peak Hour 16:45 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:15 17:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 17:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 Peak Volume 16 26 15 0 0 0 0 0 0 0 0 0 0 56 10 14 3 0 0 0 0 0 0 0 0 0 0 25 24 35 18 0 0 0 0 0 0 0 0 0 0 77 15 20 25 30 35 40 45 50 55 60 65 70 200 15 20 25 30 35 40 45 50 55 60 65 70 200 13-22 mph 684 83% 0 0%
00%
TOTALS 14 18 17 21 23 828 TOTALS
24 437 SOUTHBOUND 14-23 mph
0 0%
SOUTHBOUND 14 18 18 21 373 85%
NORTHBOUND 13 17 16 21 23 391 NORTHBOUND 13-22 mph 314 80% Pace
15th 50th Average 85th 95th ADT 10mph Pace # in Pace % in Pace Number of Vehicles >= 55 MPH % of Vehicles >= 55 MPH

HOURLY BREAKDOWN STATISTICS
Direction Percentiles Direction
Prepared by National Data & Surveying Services
SPEED
Palmer Ln N/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
27 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_004
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Palmer Ln N/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
00:00 1000000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 1000000000000 100:15 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 000:30 1100000000000 2 0 0 0 0 0 000 0 0 0 0 0 0 1100000000000 200:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 001:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 001:15 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 001:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 001:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:15 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 003:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 003:15 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 003:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 003:45 0000000000000 0 000000 00 0 0 0 0 0 0 0000000000000 0 04:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 004:15 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 004:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 004:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 005:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 005:15 0000000000000 0 0 2 0 0 0 000 0 0 0 0 0 2 0200000000000 205:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 005:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 006:00 0100000000000 1 0 1 0 0 0 000 0 0 0 0 0 1 0200000000000 206:15 1000000000000 1 0 1 1 0 0 000 0 0 0 0 0 2 1110000000000 306:30 0000000000000 0 0 1 0 0 0 000 0 0 0 0 0 1 0100000000000 106:45 0000000000000 0 2 2 0 0 0 000 0 0 0 0 0 4 2200000000000 407:00 0200000000000 2 1 3 4 0 0 000 0 0 0 0 0 8 1540000000000 1007:15 0010000000000 1 022000 00 0 0 0 0 0 4 0230000000000 5 07:30 0110000000000 2 2 11 3 0 0 0 0 0 0 0 0 0 0 16 2 12 4 0 0 0 0 0 0 0 0 0 0 1807:45 1100000000000 2 4 27 10 0 0 0 0 0 0 0 0 0 0 41 5 28 10 0 0 0 0 0 0 0 0 0 0 4308:00 1310000000000 5 3 25 8 1 0 0 0 0 0 0 0 0 0 37 4 28 9 1 0 0 0 0 0 0 0 0 0 4208:15 6210000000000 9 4 16 5 1 0 0 0 0 0 0 0 0 0 26 10 18 6 1 0 0 0 0 0 0 0 0 0 3508:30 5430000000000 12 7 8 1 0 0 000 0 0 0 0 0 16 12 12 4 0 0 0 0 0 0 0 0 0 0 2808:45 4320000000000 9 2 11 9 0 0 0 0 0 0 0 0 0 0 22 6 14 11 0 0 0 0 0 0 0 0 0 0 3109:00 2210000000000 5 0 5 0 0 0 000 0 0 0 0 0 5 2710000000000 1009:15 0320000000000 5 1 2 5 0 0 000 0 0 0 0 0 8 1570000000000 1309:30 1220000000000 5 4 2 5 0 0 000 0 0 0 0 0 11 5470000000000 1609:45 2300000000000 5 0 4 1 0 0 000 0 0 0 0 0 5 2710000000000 1010:00 3010000000000 4 1 4 2 0 0 000 0 0 0 0 0 7 4430000000000 1110:15 2610000000000 9 4 2 2 0 0 000 0 0 0 0 0 8 6830000000000 1710:30 1310000000000 5 1 3 1 0 0 000 0 0 0 0 0 5 2620000000000 1010:45 1010000000000 2 160000 00 0 0 0 0 0 7 2610000000000 9 11:00 2200000000000 4 4 3 0 0 0 000 0 0 0 0 0 7 6500000000000 1111:15 4510000000000 10 0 4 0 0 0 000 0 0 0 0 0 4 4910000000000 1411:30 3100000000000 4 2 4 1 0 0 000 0 0 0 0 0 7 5510000000000 1111:45 1210000000000 4 1 1 0 0 0 000 0 0 0 0 0 2 2310000000000 6 15-MINUTE BREAKDOWN
28 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_004
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Palmer Ln N/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
12:00 1300000000000 4 0 4 0 0 0 000 0 0 0 0 0 4 1700000000000 812:15 3300000000000 6 2 6 3 1 0 000 0 0 0 0 0 12 5931000000000 1812:30 0410000000000 5 2 4 0 0 0 000 0 0 0 0 0 6 2810000000000 1112:45 1401000000000 6 1 4 0 0 0 000 0 0 0 0 0 5 2801000000000 1113:00 0410000000000 5 2 4 0 0 0 000 0 0 0 0 0 6 2810000000000 1113:15 0400000000000 4 1 1 0 0 0 000 0 0 0 0 0 2 1500000000000 613:30 3210000000000 6 1 1 2 0 0 000 0 0 0 0 0 4 4330000000000 1013:45 4700000000000 11 2 1 0 0 0 000 0 0 0 0 0 3 6800000000000 1414:00 3200000000000 5 2 1 0 0 0 000 0 0 0 0 0 3 5300000000000 814:15 3100000000000 4 2 3 3 0 0 000 0 0 0 0 0 8 5430000000000 1214:30 0200000000000 2 4 6 2 0 0 000 0 0 0 0 0 12 4820000000000 1414:45 4400000000000 8 3 4 1 0 0 000 0 0 0 0 0 8 7810000000000 1615:00 6 11 1 0 0 0 0 0 0 0 0 0 0 18 1 1 0 0 0 000 0 0 0 0 0 2 7 12 1 0 0 0 0 0 0 0 0 0 0 2015:15 3460000000000 13 2 2 0 0 0 000 0 0 0 0 0 4 5660000000000 1715:30 4730000000000 14 2 4 7 0 0 000 0 0 0 0 0 13 6 11 10 0 0 0 0 0 0 0 0 0 0 27 15:45 3620000000000 11 0 4 0 0 0 000 0 0 0 0 0 4 3 10 2 0 0 0 0 0 0 0 0 0 0 1516:00 5540000000000 14 1 2 1 0 0 000 0 0 0 0 0 4 6750000000000 1816:15 1770000000000 15 2 2 2 0 0 000 0 0 0 0 0 6 3990000000000 2116:30 1810000000000 10 3 4 0 0 0 000 0 0 0 0 0 7 4 12 1 0 0 0 0 0 0 0 0 0 0 1716:45 8630000000000 17 3 1 0 0 0 000 0 0 0 0 0 4 11 7 3 0 0 0 0 0 0 0 0 0 0 2117:00 0300000000000 3 2 4 0 0 0 000 0 0 0 0 0 6 2700000000000 917:15 4000000000000 4 0 2 0 0 0 000 0 0 0 0 0 2 4200000000000 617:30 4300000000000 7 3 5 0 0 0 000 0 0 0 0 0 8 7800000000000 1517:45 1410000000000 6 3 3 3 0 0 000 0 0 0 0 0 9 4740000000000 1518:00 1 12 0 0 0 0 0 0 0 0 0 0 0 13 2 2 1 0 0 000 0 0 0 0 0 5 3 14 1 0 0 0 0 0 0 0 0 0 0 1818:15 4210000000000 7 0 2 2 0 0 000 0 0 0 0 0 4 4430000000000 1118:30 0600000000000 6 1 4 2 0 0 000 0 0 0 0 0 7 1 10 2 0 0 0 0 0 0 0 0 0 0 1318:45 3110000000000 5 2 2 0 0 0 000 0 0 0 0 0 4 5310000000000 919:00 6010000000000 7 1 2 1 0 0 000 0 0 0 0 0 4 7220000000000 1119:15 2410000000000 7 040000 00 0 0 0 0 0 4 2810000000000 11 19:30 1310000000000 5 0 0 0 0 0 000 0 0 0 0 0 0 1310000000000 519:45 4100000000000 5 0 1 0 0 0 000 0 0 0 0 0 1 4200000000000 620:00 1100000000000 2 0 1 0 0 0 000 0 0 0 0 0 1 1200000000000 320:15 3100000000000 4 1 0 0 0 0 000 0 0 0 0 0 1 4100000000000 520:30 2200000000000 4 0 0 0 0 0 000 0 0 0 0 0 0 2200000000000 420:45 2200000000000 4 1 2 0 0 0 000 0 0 0 0 0 3 3400000000000 721:00 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 021:15 1310000000000 5 1 0 1 0 0 000 0 0 0 0 0 2 2320000000000 721:30 2000000000000 2 1 1 0 0 0 000 0 0 0 0 0 2 3100000000000 421:45 1000000000000 1 1 0 0 0 0 000 0 0 0 0 0 1 2000000000000 222:00 1020000000000 3 0 0 0 0 0 000 0 0 0 0 0 0 1020000000000 322:15 1000000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 1000000000000 122:30 1000000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 1000000000000 122:45 1000000000000 1 000000 00 0 0 0 0 0 0 1000000000000 1 23:00 1000000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 1000000000000 123:15 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 023:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 023:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 0 Totals 142 189 59 1 0 0 0 0 0 0 0 0 0 391 99 244 91 3 0 0 0 0 0 0 0 0 0 437 241 433 150 4 0 0 0 0 0 0 0 0 0 828 % of Totals 36% 48% 15% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 23% 56% 21% 1% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 29% 52% 18% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 15-MINUTE BREAKDOWN
29 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_005
NB SB EB WB Total
0 0 6,662 7,158 13,820

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 00:00 64 10 12:00 96 103 199 00:00 01:00 18 15 33
00:15 56 11 12:15 92 95 187 01:00 02:00 14 14 28
00:30 63 9 12:30 108 89 197 02:00 03:00 5 13 18
00:45 12 3 12:45 86 108 194 03:00 04:00 13 12 25
01:00 64 10 13:00 94 89 183 04:00 05:00 30 14 44
01:15 53 8 13:15 93 92 185 05:00 06:00 81 66 147
01:30 13 4 13:30 106 92 198 06:00 07:00 162 187 349
01:45 24 6 13:45 101 116 217 07:00 08:00 478 429 907
02:00 23 5 14:00 95 132 227 08:00 09:00 618 435 1053
02:15 24 6 14:15 111 119 230 09:00 10:00 420 355 775
02:30 14 5 14:30 108 111 219 10:00 11:00 365 424 789
02:45 02 2 14:45 134 128 262 11:00 12:00 377 387 764
03:00 21 3 15:00 137 149 286 12:00 13:00 382 395 777
03:15 72 9 15:15 140 160 300 13:00 14:00 394 389 783
03:30 13 4 15:30 142 164 306 14:00 15:00 448 490 938
03:45 36 9 15:45 129 160 289 15:00 16:00 548 633 1181
04:00 42 6 16:00 117 156 273 16:00 17:00 510 635 1145
04:15 10 3 13 16:15 127 171 298 17:00 18:00 446 721 1167 04:30 74 11 16:30 123 162 285 18:00 19:00 461 575 1036
04:45 95 14 16:45 143 146 289 19:00 20:00 334 373 707
05:00 11 10 21 17:00 114 197 311 20:00 21:00 239 247 486 05:15 19 12 31 17:15 116 181 297 21:00 22:00 188 184 372 05:30 27 18 45 17:30 106 172 278 22:00 23:00 79 100 179 05:45 24 26 50 17:45 110 171 281 23:00 00:00 52 65 117
06:00 22 20 42 18:00 135 172 307
06:15 40 40 80 18:15 110 137 247 NB SB EB WB TOTAL
06:30 49 41 90 18:30 115 121 236 00:00 to 12:00
06:45 51 86 137 18:45 101 145 246 2581 2351 4932
07:00 73 102 175 19:00 98 106 204 07:45 07:30 07:45
07:15 100 106 206 19:15 88 92 180 638 462 1078
07:30 139 118 257 19:30 82 86 168 0.872 0.917 0.966
07:45 166 103 269 19:45 66 89 155
08:00 148 115 263 20:00 70 66 136 12:00 to 00:00
08:15 141 126 267 20:15 60 70 130 4081 4807 8888
08:30 183 96 279 20:30 58 56 114 14:45 17:00 16:15
08:45 146 98 244 20:45 51 55 106 553 721 1183
09:00 137 89 226 21:00 58 41 99 0.974 0.915 0.951
09:15 106 86 192 21:15 53 63 116
09:30 92 95 187 21:30 40 40 80 07:00 to 09:00
09:45 85 85 170 21:45 37 40 77 1096 864 1960
10:00 92 89 181 22:00 16 30 46 07:45 07:30 07:45
10:15 97 106 203 22:15 18 22 40 638 462 1078
10:30 92 119 211 22:30 24 29 53 0.872 0.917 0.966
10:45 84 110 194 22:45 21 19 40
11:00 86 84 170 23:00 22 25 47 16:00 to 18:00
11:15 104 111 215 23:15 20 12 32 956 1356 2312
11:30 99 97 196 23:30 4 12 16 16:00 17:00 16:15
11:45 88 95 183 23:45 6 16 22 510 721 1183
TOTALS 0 0 2581 2351 4932 TOTALS 0 0 4081 4807 8888 0.892 0.915 0.951 SPLIT % 0% 0% 52% 48% 36% SPLIT % 0% 0% 46% 54% 64%
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Prepared by National Data & Surveying Services
VOLUME
Middlefield Rd E/O Palmer Ln/Fair Oaks Ln
03/10/2026

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

STATISTICS
Peak Period
0 100
200
300
400
500
600
700
800
00:0001:0002:0003:0004:0005:0006:0007:0008:0009:0010:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00

NB SB EB WB
30 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_005
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 00:00 0029520000000 18 0 0 1 5 2 430 0 0 0 0 0 15 0 0 3 14 7 6 3 0 0 0 0 0 0 33 01:00 0017321000000 14 0 1 1 1 6 410 0 0 0 0 0 14 0128962000000 2802:00 0013100000000 5 0 0 1 4 5 201 0 0 0 0 0 13 0027620100000 1803:00 0135400000000 13 0 0 1 3 4 211 0 0 0 0 0 12 0148821100000 2504:00 0 0 6 12 6 6 0 0 0 0 0 0 0 30 0 0 1 2 5 420 0 0 0 0 0 14 0 0 7 14 11 10 2 0 0 0 0 0 0 4405:00 0 0 6 27 37 8 3 0 0 0 0 0 0 81 0 1 5 14 36 8 0 2 0 0 0 0 0 66 0 1 11 41 73 16 3 2 0 0 0 0 0 14706:00 0 3 19 76 50 10 3 1 0 0 0 0 0 162 0 2 13 65 79 22 5 1 0 0 0 0 0 187 0 5 32 141 129 32 8 2 0 0 0 0 0 34907:00 59 35 103 181 86 11 2 1 0 0 0 0 0 478 2 7 31 175 175 37 2 0 0 0 0 0 0 429 61 42 134 356 261 48 4 1 0 0 0 0 0 90708:00 193 133 132 114 43 3 0 0 0 0 0 0 0 618 1 10 68 209 136 11 0 0 0 0 0 0 0 435 194 143 200 323 179 14 0 0 0 0 0 0 0 105309:00 128 62 75 118 34 3 0 0 0 0 0 0 0 420 0 9 46 184 101 15 0 0 0 0 0 0 0 355 128 71 121 302 135 18 0 0 0 0 0 0 0 77510:00 174 76 65 32 15 3 0 0 0 0 0 0 0 365 0 34 206 138 35 10 1 0 0 0 0 0 0 424 174 110 271 170 50 13 1 0 0 0 0 0 0 78911:00 208 130 34 5 0 0 0 0 0 0 0 0 0 377 1 28 184 157 17 0 0 0 0 0 0 0 0 387 209 158 218 162 17 0 0 0 0 0 0 0 0 76412:00 189 107 30 43 13 0 0 0 0 0 0 0 0 382 1 14 178 135 55 10 2 0 0 0 0 0 0 395 190 121 208 178 68 10 2 0 0 0 0 0 0 77713:00 75 40 83 135 55 6 0 0 0 0 0 0 0 394 03 45 177 138 24 2 0 0 0 0 0 0 389 75 43 128 312 193 30 2 0 0 0 0 0 0 78314:00 176 47 71 95 47 12 0 0 0 0 0 0 0 448 0 7 67 252 140 21 3 0 0 0 0 0 0 490 176 54 138 347 187 33 3 0 0 0 0 0 0 93815:00 118 85 143 140 60 2 0 0 0 0 0 0 0 548 1 10 64 304 214 36 4 0 0 0 0 0 0 633 119 95 207 444 274 38 4 0 0 0 0 0 0 118116:00 97 74 85 166 81 5 2 0 0 0 0 0 0 510 0 6 59 286 247 30 7 0 0 0 0 0 0 635 97 80 144 452 328 35 9 0 0 0 0 0 0 114517:00 45 26 70 186 102 16 1 0 0 0 0 0 0 446 0 5 82 344 251 37 2 0 0 0 0 0 0 721 45 31 152 530 353 53 3 0 0 0 0 0 0 116718:00 9 19 86 212 123 11 1 0 0 0 0 0 0 461 0 5 55 247 234 31 2 1 0 0 0 0 0 575 9 24 141 459 357 42 3 1 0 0 0 0 0 103619:00 4 14 43 167 92 13 1 0 0 0 0 0 0 334 0 1 21 150 162 33 5 1 0 0 0 0 0 373 4 15 64 317 254 46 6 1 0 0 0 0 0 70720:00 2 5 46 128 45 11 2 0 0 0 0 0 0 239 7 2 17 114 85 18 4 0 0 0 0 0 0 247 9 7 63 242 130 29 6 0 0 0 0 0 0 48621:00 1 3 32 80 58 14 0 0 0 0 0 0 0 188 0 2 16 71 66 21 8 0 0 0 0 0 0 184 1 5 48 151 124 35 8 0 0 0 0 0 0 37222:00 0 5 12 25 32 3 2 0 0 0 0 0 0 79 0 0 4 31 46 15 3 1 0 0 0 0 0 100 0 5 16 56 78 18 5 1 0 0 0 0 0 17923:00 0 1 16 25 8 1 1 0 0 0 0 0 0 52 0 1 4 19 31 9 1 0 0 0 0 0 0 65 0 2 20 44 39 10 2 0 0 0 0 0 0 117 Totals 1,478 866 1,164 1,991 1,000 142 19 200000 6,662 13 148 1,170 3,087 2,270 404 58 800000 7,158 1,491 1,014 2,334 5,078 3,270 546 77 10 00000 13,820 % of Totals 22% 13% 17% 30% 15% 2% 0% 0% 100% 0% 2% 16% 43% 32% 6% 1% 0% 100% 11% 7% 17% 37% 24% 4% 1% 0% 100% 00:00 - 12:00 762 440 447 589 284 48 9 2 0 0 0 0 0 2581 4 92 558 957 601 119 15 500000 2351 766 532 1005 1546 885 167 24 700000 4932 % 11% 7% 7% 9% 4% 1% 0% 0% 0% 0% 0% 0% 0% 39% 0% 1% 8% 14% 9% 2% 0% 0% 0% 0% 0% 0% 0% 35% 11% 8% 15% 23% 13% 3% 0% 0% 0% 0% 0% 0% 0% 74% Peak Hour 08:30 08:15 07:30 07:15 06:45 06:15 05:15 05:30 00:00 00:00 00:00 00:00 00:00 07:45 07:00 10:15 10:30 07:45 06:45 06:45 06:15 05:00 00:00 00:00 00:00 00:00 00:00 07:30 08:30 08:15 10:00 07:15 06:45 06:45 06:15 05:00 00:00 00:00 00:00 00:00 00:00 07:45 Peak Volume 246 161 182 206 95 12 4 1 0 0 0 0 0 638 2 38 232 209 179 46 6 2 0 0 0 0 0 462 246 168 271 396 274 57 9 2 0 0 0 0 0 1078 12:00 - 24:00 716 426 717 1402 716 94 10 000000 4081 9 56 612 2130 1669 285 43 300000 4807 725 482 1329 3532 2385 379 53 300000 8888 % 11% 6% 11% 21% 11% 1% 0% 0% 0% 0% 0% 0% 0% 61% 0% 1% 9% 32% 25% 4% 1% 0% 0% 0% 0% 0% 0% 72% 11% 7% 20% 53% 36% 6% 1% 0% 0% 0% 0% 0% 0% 133% Peak Hour 14:15 12:00 15:00 18:30 18:15 17:30 15:30 12:00 12:00 12:00 12:00 12:00 12:00 14:45 20:00 12:00 12:00 17:00 15:45 17:30 16:15 17:15 12:00 12:00 12:00 12:00 12:00 17:00 14:15 12:00 12:00 17:00 17:30 17:30 16:15 17:15 12:00 12:00 12:00 12:00 12:00 16:15 Peak Volume 211 107 143 217 128 18 2 0 0 0 0 0 0 553 7 14 178 344 259 45 8 1 0 0 0 0 0 721 211 121 208 530 367 63 10 1 0 0 0 0 0 1183 07:00 - 09:00 252 168 235 295 129 14 2 1 0 0 0 0 0 1096 3 17 99 384 311 48 2 0 0 0 0 0 0 864 255 185 334 679 440 62 4 1 0 0 0 0 0 1960 % 4% 3% 4% 4% 2% 0% 0% 0% 0% 0% 0% 0% 0% 16% 0% 0% 1% 6% 5% 1% 0% 0% 0% 0% 0% 0% 0% 13% 4% 3% 5% 10% 7% 1% 0% 0% 0% 0% 0% 0% 0% 29% Peak Hour 07:45 08:00 07:30 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:45 07:00 07:30 07:45 07:45 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:30 07:45 08:00 07:30 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:45 Peak Volume 197 133 182 206 86 11 2 1 0 0 0 0 0 638 2 11 71 209 179 37 2 0 0 0 0 0 0 462 199 143 248 396 261 48 4 1 0 0 0 0 0 1078 16:00 - 18:00 142 100 155 352 183 21 3 0 0 0 0 0 0 956 0 11 141 630 498 67 9 0 0 0 0 0 0 1356 142 111 296 982 681 88 12 000000 2312 % 2% 2% 2% 5% 3% 0% 0% 0% 0% 0% 0% 0% 0% 14% 0% 0% 2% 9% 7% 1% 0% 0% 0% 0% 0% 0% 0% 20% 2% 2% 4% 15% 10% 1% 0% 0% 0% 0% 0% 0% 0% 35% Peak Hour 16:00 16:00 16:00 17:00 17:00 17:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:30 16:30 17:00 16:15 16:45 16:15 16:00 16:00 16:00 16:00 16:00 16:00 17:00 16:00 16:00 16:30 17:00 17:00 17:00 16:15 16:00 16:00 16:00 16:00 16:00 16:00 16:15 Peak Volume 97 74 85 186 102 16 2 0 0 0 0 0 0 510 0 7 92 344 258 37 8 0 0 0 0 0 0 721 97 80 163 530 353 53 10 0 0 0 0 0 0 1183 15 20 25 30 35 40 45 50 55 60 65 70 200 15 20 25 30 35 40 45 50 55 60 65 70 200 24-33 mph 8908 64% 0 0%
00%
TOTALS 18 28 26 33 35 13820 TOTALS
36 7158 WESTBOUND 25-34 mph
0 0%
WESTBOUND 25 29 29 33 5597 78%
EASTBOUND 13 25 23 31 34 6662 EASTBOUND 23-32 mph 3338 50% Pace
15th 50th Average 85th 95th ADT 10mph Pace # in Pace % in Pace Number of Vehicles >= 55 MPH % of Vehicles >= 55 MPH

HOURLY BREAKDOWN STATISTICS
Direction Percentiles Direction
Prepared by National Data & Surveying Services
SPEED
Middlefield Rd E/O Palmer Ln/Fair Oaks Ln
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
31 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_005
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd E/O Palmer Ln/Fair Oaks Ln
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
00:00 0013200000000 6 0 0 1 1 0 020 0 0 0 0 0 4 0024202000000 1000:15 0004100000000 5 0 0 0 2 2 200 0 0 0 0 0 6 0006320000000 1100:30 0012210000000 6 0 0 0 1 0 110 0 0 0 0 0 3 0013221000000 900:45 0000010000000 1 0 0 0 1 0 100 0 0 0 0 0 2 0001020000000 301:00 0012210000000 6 0 0 1 0 0 210 0 0 0 0 0 4 0022231000000 1001:15 0003101000000 5 0 0 0 1 2 000 0 0 0 0 0 3 0004301000000 801:30 0001000000000 1 0 0 0 0 2 100 0 0 0 0 0 3 0001210000000 401:45 0001010000000 2 0 1 0 0 2 100 0 0 0 0 0 4 0101220000000 602:00 0011000000000 2 0 0 0 1 1 100 0 0 0 0 0 3 0012110000000 502:15 0001100000000 2 0 0 0 0 3 001 0 0 0 0 0 4 0001400100000 602:30 0001000000000 1 0 0 1 1 1 100 0 0 0 0 0 4 0012110000000 502:45 0000000000000 0 0 0 0 2 0 000 0 0 0 0 0 2 0002000000000 203:00 0100100000000 2 0 0 0 0 1 000 0 0 0 0 0 1 0100200000000 303:15 0023200000000 7 0 0 1 1 0 000 0 0 0 0 0 2 0034200000000 903:30 0010000000000 1 0 0 0 1 0 101 0 0 0 0 0 3 0011010100000 403:45 0002100000000 3 000131 10 0 0 0 0 0 6 0003411000000 9 04:00 0020110000000 4 0 0 0 0 0 200 0 0 0 0 0 2 0020130000000 604:15 0035020000000 10 0 0 0 0 2 010 0 0 0 0 0 3 0035221000000 1304:30 0001330000000 7 0 0 1 1 0 110 0 0 0 0 0 4 0012341000000 1104:45 0016200000000 9 0 0 0 1 3 100 0 0 0 0 0 5 0017510000000 1405:00 0007220000000 11 0 0 3 2 4 001 0 0 0 0 0 10 0039620100000 2105:15 0 0 1 3 12 2 1 0 0 0 0 0 0 19 0 1 0 1 8 200 0 0 0 0 0 12 0 1 1 4 20 4 1 0 0 0 0 0 0 3105:30 0 0 4 11 9 1 2 0 0 0 0 0 0 27 0 0 1 6 10 1 0 0 0 0 0 0 0 18 0 0 5 17 19 2 2 0 0 0 0 0 0 4505:45 0 0 1 6 14 3 0 0 0 0 0 0 0 24 0 0 1 5 14 5 0 1 0 0 0 0 0 26 0 0 2 11 28 8 0 1 0 0 0 0 0 5006:00 0028831000000 22 0 0 2 7 8 300 0 0 0 0 0 20 0 0 4 15 16 6 1 0 0 0 0 0 0 4206:15 0 0 6 15 14 3 1 1 0 0 0 0 0 40 0 1 3 14 20 2 0 0 0 0 0 0 0 40 0 1 9 29 34 5 1 1 0 0 0 0 0 8006:30 0 2 5 30 10 1 1 0 0 0 0 0 0 49 0 1 2 14 16 4 4 0 0 0 0 0 0 41 0 3 7 44 26 5 5 0 0 0 0 0 0 9006:45 0 1 6 23 18 3 0 0 0 0 0 0 0 51 0 0 6 30 35 13 1 1 0 0 0 0 0 86 0 1 12 53 53 16 1 1 0 0 0 0 0 13707:00 0 1 9 28 29 5 1 0 0 0 0 0 0 73 1 1 10 36 42 11 1 0 0 0 0 0 0 102 1 2 19 64 71 16 2 0 0 0 0 0 0 17507:15 11 11 54 31 1 1 0 0 0 0 0 0 100 0 2 1 46 42 15 0 0 0 0 0 0 0 106 1 3 12 100 73 16 1 0 0 0 0 0 0 206 07:30 1 5 42 71 17 2 0 1 0 0 0 0 0 139 0 3 5 43 60 7 0 0 0 0 0 0 0 118 1 8 47 114 77 9 0 1 0 0 0 0 0 25707:45 57 28 41 28 9 3 0 0 0 0 0 0 0 166 1 1 15 50 31 4 1 0 0 0 0 0 0 103 58 29 56 78 40 7 1 0 0 0 0 0 0 26908:00 17 8 47 53 22 1 0 0 0 0 0 0 0 148 1 4 10 51 46 3 0 0 0 0 0 0 0 115 18 12 57 104 68 4 0 0 0 0 0 0 0 26308:15 20 15 52 40 13 1 0 0 0 0 0 0 0 141 0 3 36 60 25 2 0 0 0 0 0 0 0 126 20 18 88 100 38 3 0 0 0 0 0 0 0 26708:30 103 66 12 1 1 0 0 0 0 0 0 0 0 183 0 0 10 48 34 4 0 0 0 0 0 0 0 96 103 66 22 49 35 4 0 0 0 0 0 0 0 27908:45 53 44 21 20 7 1 0 0 0 0 0 0 0 146 0 3 12 50 31 2 0 0 0 0 0 0 0 98 53 47 33 70 38 3 0 0 0 0 0 0 0 24409:00 30 36 30 29 11 1 0 0 0 0 0 0 0 137 0 1 11 39 31 7 0 0 0 0 0 0 0 89 30 37 41 68 42 8 0 0 0 0 0 0 0 22609:15 60 14 17 11 4 0 0 0 0 0 0 0 0 106 0 4 15 50 15 2 0 0 0 0 0 0 0 86 60 18 32 61 19 2 0 0 0 0 0 0 0 19209:30 30 4 7 40 10 1 0 0 0 0 0 0 0 92 0 2 7 46 38 2 0 0 0 0 0 0 0 95 30 6 14 86 48 3 0 0 0 0 0 0 0 18709:45 8 8 21 38 9 1 0 0 0 0 0 0 0 85 0 2 13 49 17 4 0 0 0 0 0 0 0 85 8 10 34 87 26 5 0 0 0 0 0 0 0 17010:00 9 11 30 25 14 3 0 0 0 0 0 0 0 92 0 1 23 31 24 9 1 0 0 0 0 0 0 89 9 12 53 56 38 12 1 0 0 0 0 0 0 18110:15 61 20 11 4 1 0 0 0 0 0 0 0 0 97 0 8 54 39 5 0 0 0 0 0 0 0 0 106 61 28 65 43 6 0 0 0 0 0 0 0 0 20310:30 53 16 20 3 0 0 0 0 0 0 0 0 0 92 0 17 60 41 1 0 0 0 0 0 0 0 0 119 53 33 80 44 1 0 0 0 0 0 0 0 0 21110:45 51 29 4 0 0 0 0 0 0 0 0 0 0 84 08 69 27 5 1 0 0 0 0 0 0 0 110 51 37 73 27 5 1 0 0 0 0 0 0 0 194 11:00 46 28 9 3 0 0 0 0 0 0 0 0 0 86 0 5 39 35 5 0 0 0 0 0 0 0 0 84 46 33 48 38 5 0 0 0 0 0 0 0 0 17011:15 67 33 4 0 0 0 0 0 0 0 0 0 0 104 0 5 64 41 1 0 0 0 0 0 0 0 0 111 67 38 68 41 1 0 0 0 0 0 0 0 0 21511:30 52 37 9 1 0 0 0 0 0 0 0 0 0 99 0 2 49 41 5 0 0 0 0 0 0 0 0 97 52 39 58 42 5 0 0 0 0 0 0 0 0 19611:45 43 32 12 1 0 0 0 0 0 0 0 0 0 88 1 16 32 40 6 0 0 0 0 0 0 0 0 95 44 48 44 41 6 0 0 0 0 0 0 0 0 183 15-MINUTE BREAKDOWN
32 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_005
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd E/O Palmer Ln/Fair Oaks Ln
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
12:00 60 31 5 0 0 0 0 0 0 0 0 0 0 96 0 6 35 47 13 2 0 0 0 0 0 0 0 103 60 37 40 47 13 2 0 0 0 0 0 0 0 19912:15 47 36 9 0 0 0 0 0 0 0 0 0 0 92 0 7 73 13 2 0 0 0 0 0 0 0 0 95 47 43 82 13 2 0 0 0 0 0 0 0 0 18712:30 74 30 4 0 0 0 0 0 0 0 0 0 0 108 0 1 52 31 5 0 0 0 0 0 0 0 0 89 74 31 56 31 5 0 0 0 0 0 0 0 0 19712:45 8 10 12 43 13 0 0 0 0 0 0 0 0 86 1 0 18 44 35 8 2 0 0 0 0 0 0 108 9 10 30 87 48 8 2 0 0 0 0 0 0 19413:00 2 5 22 44 18 3 0 0 0 0 0 0 0 94 0 0 10 38 30 10 1 0 0 0 0 0 0 89 2 5 32 82 48 13 1 0 0 0 0 0 0 18313:15 29 14 13 30 7 0 0 0 0 0 0 0 0 93 0 1 6 40 38 6 1 0 0 0 0 0 0 92 29 15 19 70 45 6 1 0 0 0 0 0 0 18513:30 17 13 35 30 10 1 0 0 0 0 0 0 0 106 0 0 4 43 39 6 0 0 0 0 0 0 0 92 17 13 39 73 49 7 0 0 0 0 0 0 0 19813:45 27 8 13 31 20 2 0 0 0 0 0 0 0 101 0 2 25 56 31 2 0 0 0 0 0 0 0 116 27 10 38 87 51 4 0 0 0 0 0 0 0 21714:00 5 2 29 34 20 5 0 0 0 0 0 0 0 95 0 1 10 71 42 7 1 0 0 0 0 0 0 132 5 3 39 105 62 12 1 0 0 0 0 0 0 22714:15 90 12 8 1 0 0 0 0 0 0 0 0 0 111 0 2 33 61 20 2 1 0 0 0 0 0 0 119 90 14 41 62 20 2 1 0 0 0 0 0 0 23014:30 22 13 14 38 17 4 0 0 0 0 0 0 0 108 0 1 10 43 48 9 0 0 0 0 0 0 0 111 22 14 24 81 65 13 0 0 0 0 0 0 0 21914:45 59 20 20 22 10 3 0 0 0 0 0 0 0 134 0 3 14 77 30 3 1 0 0 0 0 0 0 128 59 23 34 99 40 6 1 0 0 0 0 0 0 26215:00 40 35 36 20 6 0 0 0 0 0 0 0 0 137 0 1 12 62 57 15 2 0 0 0 0 0 0 149 40 36 48 82 63 15 2 0 0 0 0 0 0 28615:15 39 24 37 23 17 0 0 0 0 0 0 0 0 140 0 1 9 93 53 4 0 0 0 0 0 0 0 160 39 25 46 116 70 4 0 0 0 0 0 0 0 30015:30 16 12 37 57 18 2 0 0 0 0 0 0 0 142 0 0 21 85 48 8 2 0 0 0 0 0 0 164 16 12 58 142 66 10 2 0 0 0 0 0 0 306 15:45 23 14 33 40 19 0 0 0 0 0 0 0 0 129 1 8 22 64 56 9 0 0 0 0 0 0 0 160 24 22 55 104 75 9 0 0 0 0 0 0 0 28916:00 16 11 27 39 23 0 1 0 0 0 0 0 0 117 0 1 6 73 70 6 0 0 0 0 0 0 0 156 16 12 33 112 93 6 1 0 0 0 0 0 0 27316:15 14 11 31 51 17 2 1 0 0 0 0 0 0 127 0 1 18 77 64 8 3 0 0 0 0 0 0 171 14 12 49 128 81 10 4 0 0 0 0 0 0 29816:30 16 17 17 42 28 3 0 0 0 0 0 0 0 123 0 3 18 60 69 9 3 0 0 0 0 0 0 162 16 20 35 102 97 12 3 0 0 0 0 0 0 28516:45 51 35 10 34 13 0 0 0 0 0 0 0 0 143 0 1 17 76 44 7 1 0 0 0 0 0 0 146 51 36 27 110 57 7 1 0 0 0 0 0 0 28917:00 9 8 18 47 29 2 1 0 0 0 0 0 0 114 0 1 13 94 81 7 1 0 0 0 0 0 0 197 9 9 31 141 110 9 2 0 0 0 0 0 0 31117:15 15 11 26 42 21 1 0 0 0 0 0 0 0 116 0 2 44 98 36 1 0 0 0 0 0 0 0 181 15 13 70 140 57 2 0 0 0 0 0 0 0 29717:30 0 2 12 54 29 9 0 0 0 0 0 0 0 106 0 2 15 64 68 22 1 0 0 0 0 0 0 172 0 4 27 118 97 31 1 0 0 0 0 0 0 27817:45 21 5 14 43 23 4 0 0 0 0 0 0 0 110 0 0 10 88 66 7 0 0 0 0 0 0 0 171 21 5 24 131 89 11 0 0 0 0 0 0 0 28118:00 3 7 35 56 32 1 1 0 0 0 0 0 0 135 0 2 24 74 59 11 1 1 0 0 0 0 0 172 3 9 59 130 91 12 2 1 0 0 0 0 0 30718:15 3 7 24 36 36 4 0 0 0 0 0 0 0 110 0 3 17 58 54 5 0 0 0 0 0 0 0 137 3 10 41 94 90 9 0 0 0 0 0 0 0 24718:30 2 1 13 71 26 2 0 0 0 0 0 0 0 115 0 0 4 42 65 9 1 0 0 0 0 0 0 121 2 1 17 113 91 11 1 0 0 0 0 0 0 23618:45 1 4 14 49 29 4 0 0 0 0 0 0 0 101 0 0 10 73 56 6 0 0 0 0 0 0 0 145 1 4 24 122 85 10 0 0 0 0 0 0 0 24619:00 0 1 6 50 37 3 1 0 0 0 0 0 0 98 0 0 6 43 47 8 2 0 0 0 0 0 0 106 0 1 12 93 84 11 3 0 0 0 0 0 0 20419:15 138 47 23 6 0 0 0 0 0 0 0 88 0 0 2 29 48 11 1 1 0 0 0 0 0 92 1 3 10 76 71 17 1 1 0 0 0 0 0 180 19:30 3 9 16 34 17 3 0 0 0 0 0 0 0 82 0 1 5 36 31 11 2 0 0 0 0 0 0 86 3 10 21 70 48 14 2 0 0 0 0 0 0 16819:45 0 1 13 36 15 1 0 0 0 0 0 0 0 66 0 0 8 42 36 3 0 0 0 0 0 0 0 89 0 1 21 78 51 4 0 0 0 0 0 0 0 15520:00 0 1 15 31 21 2 0 0 0 0 0 0 0 70 0 0 3 30 29 4 0 0 0 0 0 0 0 66 0 1 18 61 50 6 0 0 0 0 0 0 0 13620:15 0 2 11 33 10 3 1 0 0 0 0 0 0 60 0 1 7 38 18 5 1 0 0 0 0 0 0 70 0 3 18 71 28 8 2 0 0 0 0 0 0 13020:30 2 1 12 33 8 2 0 0 0 0 0 0 0 58 0 1 5 22 20 6 2 0 0 0 0 0 0 56 2 2 17 55 28 8 2 0 0 0 0 0 0 11420:45 0 1 8 31 6 4 1 0 0 0 0 0 0 51 7 0 2 24 18 3 1 0 0 0 0 0 0 55 7 1 10 55 24 7 2 0 0 0 0 0 0 10621:00 0 1 8 20 22 7 0 0 0 0 0 0 0 58 0 0 2 16 20 2 1 0 0 0 0 0 0 41 0 1 10 36 42 9 1 0 0 0 0 0 0 9921:15 0 0 8 23 21 1 0 0 0 0 0 0 0 53 0 1 9 24 16 11 2 0 0 0 0 0 0 63 0 1 17 47 37 12 2 0 0 0 0 0 0 11621:30 1 2 10 17 8 2 0 0 0 0 0 0 0 40 0 0 3 16 12 6 3 0 0 0 0 0 0 40 1 2 13 33 20 8 3 0 0 0 0 0 0 8021:45 0 0 6 20 7 4 0 0 0 0 0 0 0 37 0 1 2 15 18 2 2 0 0 0 0 0 0 40 0 1 8 35 25 6 2 0 0 0 0 0 0 7722:00 0045700000000 16 0 0 0 7 16 6 0 1 0 0 0 0 0 30 0 0 4 12 23 6 0 1 0 0 0 0 0 4622:15 0327600000000 18 0 0 2 9 7 310 0 0 0 0 0 22 0 3 4 16 13 3 1 0 0 0 0 0 0 4022:30 0 1 4 4 11 3 1 0 0 0 0 0 0 24 0 0 2 10 14 2 1 0 0 0 0 0 0 29 0 1 6 14 25 5 2 0 0 0 0 0 0 5322:45 0129801000000 21 000594 10 0 0 0 0 0 19 0 1 2 14 17 4 2 0 0 0 0 0 0 40 23:00 0 1 5 11 5 0 0 0 0 0 0 0 0 22 0 1 3 9 10 2 0 0 0 0 0 0 0 25 0 2 8 20 15 2 0 0 0 0 0 0 0 4723:15 0 0 8 10 2 0 0 0 0 0 0 0 0 20 0 0 0 4 6 110 0 0 0 0 0 12 0 0 8 14 8 1 1 0 0 0 0 0 0 3223:30 0013000000000 4 0 0 0 2 5 500 0 0 0 0 0 12 0015550000000 1623:45 0021111000000 6 0 0 1 4 10 1 0 0 0 0 0 0 0 16 0 0 3 5 11 2 1 0 0 0 0 0 0 22 Totals 1,478 866 1,164 1,991 1,000 142 19 200000 6,662 13 148 1,170 3,087 2,270 404 58 800000 7,158 1,491 1,014 2,334 5,078 3,270 546 77 10 00000 13,820 % of Totals 22% 13% 17% 30% 15% 2% 0% 0% 0% 0% 0% 0% 0% 100% 0% 2% 16% 43% 32% 6% 1% 0% 0% 0% 0% 0% 0% 100% 11% 7% 17% 37% 24% 4% 1% 0% 0% 0% 0% 0% 0% 100% 15-MINUTE BREAKDOWN
33 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_006
NB SB EB WB Total
2,239 2,727 0 0 4,966

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 00:00 21 3 12:00 38 31 69 00:00 01:00 45 9
00:15 12 3 12:15 40 39 79 01:00 02:00 53 8
00:30 02 2 12:30 34 34 68 02:00 03:00 10 1
00:45 10 1 12:45 24 34 58 03:00 04:00 33 6
01:00 22 4 13:00 40 27 67 04:00 05:00 44 8
01:15 11 2 13:15 32 38 70 05:00 06:00 13 36 49
01:30 10 1 13:30 33 40 73 06:00 07:00 26 96 122
01:45 10 1 13:45 34 32 66 07:00 08:00 90 303 393
02:00 10 1 14:00 43 34 77 08:00 09:00 196 312 508
02:15 00 0 14:15 45 48 93 09:00 10:00 128 204 332
02:30 00 0 14:30 42 43 85 10:00 11:00 141 178 319
02:45 00 0 14:45 43 53 96 11:00 12:00 148 147 295
03:00 10 1 15:00 75 48 123 12:00 13:00 136 138 274
03:15 11 2 15:15 62 41 103 13:00 14:00 139 137 276
03:30 00 0 15:30 72 49 121 14:00 15:00 173 178 351
03:45 12 3 15:45 55 48 103 15:00 16:00 264 186 450
04:00 10 1 16:00 51 30 81 16:00 17:00 204 162 366
04:15 23 5 16:15 56 52 108 17:00 18:00 167 237 404
04:30 00 0 16:30 43 39 82 18:00 19:00 144 163 307
04:45 11 2 16:45 54 41 95 19:00 20:00 92 87 179
05:00 26 8 17:00 48 65 113 20:00 21:00 84 67 151
05:15 05 5 17:15 43 67 110 21:00 22:00 36 41 77
05:30 4 11 15 17:30 31 49 80 22:00 23:00 22 24 46
05:45 7 14 21 17:45 45 56 101 23:00 00:00 19 16 35
06:00 49 13 18:00 44 56 100
06:15 6 19 25 18:15 46 30 76 NB SB EB WB TOTAL
06:30 7 31 38 18:30 33 39 72 00:00 to 12:00
06:45 9 37 46 18:45 21 38 59 759 1291 2050
07:00 20 62 82 19:00 28 32 60 08:00 07:30 07:45
07:15 18 57 75 19:15 29 18 47 196 374 521
07:30 27 87 114 19:30 23 14 37 0.790 0.935 0.911
07:45 25 97 122 19:45 12 23 35
08:00 43 100 143 20:00 22 13 35 12:00 to 00:00
08:15 46 90 136 20:15 20 23 43 1480 1436 2916
08:30 62 58 120 20:30 21 22 43 15:00 17:00 15:00
08:45 45 64 109 20:45 21 9 30 264 237 450
09:00 41 56 97 21:00 16 9 25 0.880 0.884 0.915
09:15 31 52 83 21:15 9 18 27
09:30 33 55 88 21:30 59 14 07:00 to 09:00
09:45 23 41 64 21:45 65 11 286 615 901
10:00 24 49 73 22:00 48 12 08:00 07:30 07:45
10:15 38 43 81 22:15 36 9 196 374 521
10:30 43 45 88 22:30 86 14 0.790 0.935 0.911
10:45 36 41 77 22:45 74 11
11:00 27 48 75 23:00 63 9 16:00 to 18:00
11:15 52 40 92 23:15 83 11 371 399 770
11:30 45 34 79 23:30 06 6 16:00 17:00 17:00
11:45 24 25 49 23:45 54 9 204 237 404
TOTALS 759 1291 0 0 2050 TOTALS 1480 1436 0 0 2916 0.911 0.884 0.894 SPLIT % 37% 63% 0% 0% 41% SPLIT % 51% 49% 0% 0% 59%
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Prepared by National Data & Surveying Services
VOLUME
Fair Oaks Ln S/O Middlefield Rd
03/10/2026

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

STATISTICS
Peak Period
0 50
100
150
200
250
300
350
00:0001:0002:0003:0004:0005:0006:0007:0008:0009:0010:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00

NB SB EB WB
34 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_006
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 00:00 0002200000000 4 0 1 1 3 0 000 0 0 0 0 0 5 0115200000000 9 01:00 0012101000000 5 0 0 1 2 0 000 0 0 0 0 0 3 0024101000000 802:00 0001000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0001000000000 103:00 0010200000000 3 0 1 1 0 1 000 0 0 0 0 0 3 0120300000000 604:00 0011110000000 4 1 0 2 1 0 000 0 0 0 0 0 4 1032110000000 805:00 0006250000000 13 0 0 24 9 3 0 0 0 0 0 0 0 0 36 0 0 24 15 5 5 0 0 0 0 0 0 0 4906:00 0 0 4 13 9 0 0 0 0 0 0 0 0 26 1 10 45 34 6 0 0 0 0 0 0 0 0 96 1 10 49 47 15 0 0 0 0 0 0 0 0 12207:00 0 2 18 52 16 1 1 0 0 0 0 0 0 90 1 37 144 112 8 1 0 0 0 0 0 0 0 303 1 39 162 164 24 2 1 0 0 0 0 0 0 39308:00 9 17 80 72 16 2 0 0 0 0 0 0 0 196 1 31 168 101 9 2 0 0 0 0 0 0 0 312 10 48 248 173 25 4 0 0 0 0 0 0 0 50809:00 1 9 43 67 8 0 0 0 0 0 0 0 0 128 2 27 116 53 3 3 0 0 0 0 0 0 0 204 3 36 159 120 11 3 0 0 0 0 0 0 0 33210:00 0 10 69 48 14 0 0 0 0 0 0 0 0 141 1 26 93 51 6 1 0 0 0 0 0 0 0 178 1 36 162 99 20 1 0 0 0 0 0 0 0 31911:00 4 13 59 61 11 0 0 0 0 0 0 0 0 148 6 26 88 23 4 0 0 0 0 0 0 0 0 147 10 39 147 84 15 0 0 0 0 0 0 0 0 29512:00 11 18 63 36 7 1 0 0 0 0 0 0 0 136 1 26 74 30 6 1 0 0 0 0 0 0 0 138 12 44 137 66 13 2 0 0 0 0 0 0 0 27413:00 2 6 60 56 12 3 0 0 0 0 0 0 0 139 7 23 67 38 2 0 0 0 0 0 0 0 0 137 9 29 127 94 14 3 0 0 0 0 0 0 0 27614:00 1 11 66 77 16 2 0 0 0 0 0 0 0 173 1 21 94 59 3 0 0 0 0 0 0 0 0 178 2 32 160 136 19 2 0 0 0 0 0 0 0 35115:00 8 31 110 97 14 4 0 0 0 0 0 0 0 264 4 24 106 47 4 1 0 0 0 0 0 0 0 186 12 55 216 144 18 5 0 0 0 0 0 0 0 45016:00 3 14 62 109 14 2 0 0 0 0 0 0 0 204 8 10 78 60 4 2 0 0 0 0 0 0 0 162 11 24 140 169 18 4 0 0 0 0 0 0 0 36617:00 1 10 61 74 19 2 0 0 0 0 0 0 0 167 1 26 127 78 3 2 0 0 0 0 0 0 0 237 2 36 188 152 22 4 0 0 0 0 0 0 0 40418:00 2 2 55 70 14 1 0 0 0 0 0 0 0 144 3 11 69 73 7 0 0 0 0 0 0 0 0 163 5 13 124 143 21 1 0 0 0 0 0 0 0 30719:00 1 4 30 44 11 2 0 0 0 0 0 0 0 92 1 7 43 33 3 0 0 0 0 0 0 0 0 87 2 11 73 77 14 2 0 0 0 0 0 0 0 17920:00 0 4 25 41 13 1 0 0 0 0 0 0 0 84 1 3 31 25 7 0 0 0 0 0 0 0 0 67 1 7 56 66 20 1 0 0 0 0 0 0 0 15121:00 0 1 6 26 2 1 0 0 0 0 0 0 0 36 0 6 24 11 0 0 0 0 0 0 0 0 0 41 0 7 30 37 2 1 0 0 0 0 0 0 0 7722:00 0 0 5 10 4 3 0 0 0 0 0 0 0 22 2 1 11 9 1 0 0 0 0 0 0 0 0 24 2 1 16 19 5 3 0 0 0 0 0 0 0 4623:00 0139510000000 19 0 3 9 3 1 000 0 0 0 0 0 16 0 4 12 12 6 1 0 0 0 0 0 0 0 35 Totals 43 153 822 974 213 32 2000000 2,239 42 320 1,416 855 81 13 0 000000 2,727 85 473 2,238 1,829 294 45 2000000 4,966 % of Totals 2% 7% 37% 44% 10% 1% 0% 100% 2% 12% 52% 31% 3% 0% 100% 2% 10% 45% 37% 6% 1% 0% 100% 00:00 - 12:00 14 51 276 325 82 9 2 0 0 0 0 0 0 759 13 159 683 389 40 7 0 0 0 0 0 0 0 1291 27 210 959 714 122 16 2000000 2050 % 1% 2% 12% 15% 4% 0% 0% 0% 0% 0% 0% 0% 0% 34% 1% 7% 31% 17% 2% 0% 0% 0% 0% 0% 0% 0% 0% 58% 1% 9% 43% 32% 5% 1% 0% 0% 0% 0% 0% 0% 0% 92% Peak Hour 11:30 08:15 08:15 08:00 07:30 05:00 00:30 00:00 00:00 00:00 00:00 00:00 00:00 08:00 10:45 07:30 07:30 07:30 07:15 08:45 00:00 00:00 00:00 00:00 00:00 00:00 00:00 07:30 11:30 07:45 08:00 07:30 07:30 05:00 00:30 00:00 00:00 00:00 00:00 00:00 00:00 07:45 Peak Volume 11 20 81 72 20 5 1 0 0 0 0 0 0 196 6 42 183 135 11 4 0 0 0 0 0 0 0 374 14 55 248 204 31 5 1 0 0 0 0 0 0 521 12:00 - 24:00 29 102 546 649 131 23 0 0 0 0 0 0 0 1480 29 161 733 466 41 6 0000000 1436 58 263 1279 1115 172 29 0000000 2916 % 1% 5% 24% 29% 6% 1% 0% 0% 0% 0% 0% 0% 0% 66% 1% 7% 33% 21% 2% 0% 0% 0% 0% 0% 0% 0% 0% 64% 3% 12% 57% 50% 8% 1% 0% 0% 0% 0% 0% 0% 0% 130% Peak Hour 12:00 15:00 15:00 16:00 17:00 15:00 12:00 12:00 12:00 12:00 12:00 12:00 12:00 15:00 12:45 12:00 17:00 17:15 17:45 16:15 12:00 12:00 12:00 12:00 12:00 12:00 12:00 17:00 15:45 15:00 15:00 16:00 17:45 15:30 12:00 12:00 12:00 12:00 12:00 12:00 12:00 15:00 Peak Volume 11 31 110 109 19 4 0 0 0 0 0 0 0 264 8 26 127 83 9 3 0 0 0 0 0 0 0 237 13 55 216 169 28 6 0 0 0 0 0 0 0 450 07:00 - 09:00 9 19 98 124 32 3 1 0 0 0 0 0 0 286 2 68 312 213 17 3 0 0 0 0 0 0 0 615 11 87 410 337 49 6 1 0 0 0 0 0 0 901 % 0% 1% 4% 6% 1% 0% 0% 0% 0% 0% 0% 0% 0% 13% 0% 3% 14% 10% 1% 0% 0% 0% 0% 0% 0% 0% 0% 27% 0% 4% 18% 15% 2% 0% 0% 0% 0% 0% 0% 0% 0% 40% Peak Hour 07:45 08:00 08:00 08:00 07:30 07:30 07:00 07:00 07:00 07:00 07:00 07:00 07:00 08:00 07:00 07:30 07:30 07:30 07:15 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:30 08:00 07:45 08:00 07:30 07:30 07:30 07:00 07:00 07:00 07:00 07:00 07:00 07:00 07:45 Peak Volume 9 17 80 72 20 3 1 0 0 0 0 0 0 196 1 42 183 135 11 2 0 0 0 0 0 0 0 374 10 55 248 204 31 5 1 0 0 0 0 0 0 521 16:00 - 18:00 4 24 123 183 33 4 0 0 0 0 0 0 0 371 9 36 205 138 7 4 0 0 0 0 0 0 0 399 13 60 328 321 40 8 0 0 0 0 0 0 0 770 % 0% 1% 5% 8% 1% 0% 0% 0% 0% 0% 0% 0% 0% 17% 0% 2% 9% 6% 0% 0% 0% 0% 0% 0% 0% 0% 0% 18% 1% 3% 15% 14% 2% 0% 0% 0% 0% 0% 0% 0% 0% 34% Peak Hour 16:00 16:15 16:15 16:00 17:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 16:00 17:00 17:00 17:00 16:15 16:15 16:00 16:00 16:00 16:00 16:00 16:00 16:00 17:00 16:00 16:15 17:00 16:00 17:00 16:15 16:00 16:00 16:00 16:00 16:00 16:00 16:00 17:00 Peak Volume 3 22 67 109 19 2 0 0 0 0 0 0 0 204 8 26 127 78 5 3 0 0 0 0 0 0 0 237 11 36 188 169 22 5 0 0 0 0 0 0 0 404 15 20 25 30 35 40 45 50 55 60 65 70 200 15 20 25 30 35 40 45 50 55 60 65 70 200 20-29 mph 4098 83% 0 0%
00%
TOTALS 21 25 25 29 31 4966 TOTALS
30 2727 SOUTHBOUND 20-29 mph
0 0%
SOUTHBOUND 21 24 24 28 2343 86%
NORTHBOUND 22 26 26 30 32 2239 NORTHBOUND 21-30 mph 1796 80% Pace
15th 50th Average 85th 95th ADT 10mph Pace # in Pace % in Pace Number of Vehicles >= 55 MPH % of Vehicles >= 55 MPH

HOURLY BREAKDOWN STATISTICS
Direction Percentiles Direction
Prepared by National Data & Surveying Services
SPEED
Fair Oaks Ln S/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
35 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_006
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Fair Oaks Ln S/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
00:00 0001100000000 2 0 0 0 1 0 000 0 0 0 0 0 1 0002100000000 300:15 0000100000000 1 0 0 1 1 0 000 0 0 0 0 0 2 0011100000000 300:30 0000000000000 0 0 1 0 1 0 000 0 0 0 0 0 2 0101000000000 200:45 0001000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0001000000000 101:00 0011000000000 2 0 0 1 1 0 000 0 0 0 0 0 2 0022000000000 401:15 0000001000000 1 0 0 0 1 0 000 0 0 0 0 0 1 0001001000000 201:30 0000100000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0000100000000 101:45 0001000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0001000000000 102:00 0001000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0001000000000 102:15 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 002:45 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 003:00 0010000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0010000000000 103:15 0000100000000 1 0 1 0 0 0 000 0 0 0 0 0 1 0100100000000 203:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 003:45 0000100000000 1 001010 00 0 0 0 0 0 2 0010200000000 3 04:00 0001000000000 1 0 0 0 0 0 000 0 0 0 0 0 0 0001000000000 104:15 0010100000000 2 1 0 1 1 0 000 0 0 0 0 0 3 1021100000000 504:30 0000000000000 0 0 0 0 0 0 000 0 0 0 0 0 0 0000000000000 004:45 0000010000000 1 0 0 1 0 0 000 0 0 0 0 0 1 0010010000000 205:00 0001010000000 2 0 0 4 1 1 000 0 0 0 0 0 6 0042110000000 805:15 0000000000000 0 0 0 4 1 0 000 0 0 0 0 0 5 0041000000000 505:30 0002110000000 4 0 0 5 4 2 000 0 0 0 0 0 11 0056310000000 1505:45 0003130000000 7 0 0 11 3 0 0 0 0 0 0 0 0 0 14 0 0 11 6 1 3 0 0 0 0 0 0 0 2106:00 0012100000000 4 0 3 2 3 1 000 0 0 0 0 0 9 0335200000000 1306:15 0001500000000 6 0 1 8 7 3 000 0 0 0 0 0 19 0188800000000 2506:30 0006100000000 7 1 2 18 9 1 0 0 0 0 0 0 0 0 31 1 2 18 15 2 0 0 0 0 0 0 0 0 3806:45 0034200000000 9 0 4 17 15 1 0 0 0 0 0 0 0 0 37 0 4 20 19 3 0 0 0 0 0 0 0 0 4607:00 0 0 2 13 5 0 0 0 0 0 0 0 0 20 0 7 38 17 0 0 0 0 0 0 0 0 0 62 0 7 40 30 5 0 0 0 0 0 0 0 0 8207:15 003 12 3 0 0 0 0 0 0 0 0 18 0 5 30 20 2 0 0 0 0 0 0 0 0 57 0 5 33 32 5 0 0 0 0 0 0 0 0 75 07:30 0 2 10 14 0 0 1 0 0 0 0 0 0 27 1 8 35 40 2 1 0 0 0 0 0 0 0 87 1 10 45 54 2 1 1 0 0 0 0 0 0 11407:45 0 0 3 13 8 1 0 0 0 0 0 0 0 25 0 17 41 35 4 0 0 0 0 0 0 0 0 97 0 17 44 48 12 1 0 0 0 0 0 0 0 12208:00 0 2 15 21 5 0 0 0 0 0 0 0 0 43 0 8 56 32 3 1 0 0 0 0 0 0 0 100 0 10 71 53 8 1 0 0 0 0 0 0 0 14308:15 0 2 14 21 7 2 0 0 0 0 0 0 0 46 0 9 51 28 2 0 0 0 0 0 0 0 0 90 0 11 65 49 9 2 0 0 0 0 0 0 0 13608:30 9 11 30 12 0 0 0 0 0 0 0 0 0 62 0 6 29 22 1 0 0 0 0 0 0 0 0 58 9 17 59 34 1 0 0 0 0 0 0 0 0 12008:45 0 2 21 18 4 0 0 0 0 0 0 0 0 45 1 8 32 19 3 1 0 0 0 0 0 0 0 64 1 10 53 37 7 1 0 0 0 0 0 0 0 10909:00 1 5 16 17 2 0 0 0 0 0 0 0 0 41 0 6 32 15 1 2 0 0 0 0 0 0 0 56 1 11 48 32 3 2 0 0 0 0 0 0 0 9709:15 0 1 8 19 3 0 0 0 0 0 0 0 0 31 0 8 34 10 0 0 0 0 0 0 0 0 0 52 0 9 42 29 3 0 0 0 0 0 0 0 0 8309:30 0 2 15 16 0 0 0 0 0 0 0 0 0 33 0 5 33 14 2 1 0 0 0 0 0 0 0 55 0 7 48 30 2 1 0 0 0 0 0 0 0 8809:45 0 1 4 15 3 0 0 0 0 0 0 0 0 23 2 8 17 14 0 0 0 0 0 0 0 0 0 41 2 9 21 29 3 0 0 0 0 0 0 0 0 6410:00 0 2 5 14 3 0 0 0 0 0 0 0 0 24 0 11 24 13 0 1 0 0 0 0 0 0 0 49 0 13 29 27 3 1 0 0 0 0 0 0 0 7310:15 0 2 17 12 7 0 0 0 0 0 0 0 0 38 1 5 22 13 2 0 0 0 0 0 0 0 0 43 1 7 39 25 9 0 0 0 0 0 0 0 0 8110:30 0 3 23 15 2 0 0 0 0 0 0 0 0 43 0 6 20 16 3 0 0 0 0 0 0 0 0 45 0 9 43 31 5 0 0 0 0 0 0 0 0 8810:45 0 3 24 7 2 0 0 0 0 0 0 0 0 36 04 27 9 1 0 0 0 0 0 0 0 0 41 0 7 51 16 3 0 0 0 0 0 0 0 0 77 11:00 0 3 15 8 1 0 0 0 0 0 0 0 0 27 3 9 25 9 2 0 0 0 0 0 0 0 0 48 3 12 40 17 3 0 0 0 0 0 0 0 0 7511:15 1 5 18 20 8 0 0 0 0 0 0 0 0 52 0 8 27 4 1 0 0 0 0 0 0 0 0 40 1 13 45 24 9 0 0 0 0 0 0 0 0 9211:30 3 5 22 15 0 0 0 0 0 0 0 0 0 45 3 8 19 4 0 0 0 0 0 0 0 0 0 34 6 13 41 19 0 0 0 0 0 0 0 0 0 7911:45 0 0 4 18 2 0 0 0 0 0 0 0 0 24 0 1 17 6 1 0 0 0 0 0 0 0 0 25 0 1 21 24 3 0 0 0 0 0 0 0 0 49 15-MINUTE BREAKDOWN
36 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_006
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Fair Oaks Ln S/O Middlefield Rd
03/10/2026
Time

NORTHBOUND
Total

SOUTHBOUND
Total
TOTALS
Total
12:00 3 4 21 9 1 0 0 0 0 0 0 0 0 38 0 9 13 8 1 0 0 0 0 0 0 0 0 31 3 13 34 17 2 0 0 0 0 0 0 0 0 6912:15 5 5 17 13 0 0 0 0 0 0 0 0 0 40 0 7 22 8 2 0 0 0 0 0 0 0 0 39 5 12 39 21 2 0 0 0 0 0 0 0 0 7912:30 3 8 18 2 3 0 0 0 0 0 0 0 0 34 0 7 19 7 1 0 0 0 0 0 0 0 0 34 3 15 37 9 4 0 0 0 0 0 0 0 0 6812:45 0 1 7 12 3 1 0 0 0 0 0 0 0 24 1 3 20 7 2 1 0 0 0 0 0 0 0 34 1 4 27 19 5 2 0 0 0 0 0 0 0 5813:00 1 4 12 16 5 2 0 0 0 0 0 0 0 40 0 5 12 10 0 0 0 0 0 0 0 0 0 27 1 9 24 26 5 2 0 0 0 0 0 0 0 6713:15 1 1 17 10 3 0 0 0 0 0 0 0 0 32 2 6 21 9 0 0 0 0 0 0 0 0 0 38 3 7 38 19 3 0 0 0 0 0 0 0 0 7013:30 0 0 15 16 2 0 0 0 0 0 0 0 0 33 5 4 19 12 0 0 0 0 0 0 0 0 0 40 5 4 34 28 2 0 0 0 0 0 0 0 0 7313:45 0 1 16 14 2 1 0 0 0 0 0 0 0 34 0 8 15 7 2 0 0 0 0 0 0 0 0 32 0 9 31 21 4 1 0 0 0 0 0 0 0 6614:00 1 6 13 15 7 1 0 0 0 0 0 0 0 43 1 3 21 9 0 0 0 0 0 0 0 0 0 34 2 9 34 24 7 1 0 0 0 0 0 0 0 7714:15 0 2 17 22 3 1 0 0 0 0 0 0 0 45 0 7 24 17 0 0 0 0 0 0 0 0 0 48 0 9 41 39 3 1 0 0 0 0 0 0 0 9314:30 0 0 19 20 3 0 0 0 0 0 0 0 0 42 0 8 21 13 1 0 0 0 0 0 0 0 0 43 0 8 40 33 4 0 0 0 0 0 0 0 0 8514:45 0 3 17 20 3 0 0 0 0 0 0 0 0 43 0 3 28 20 2 0 0 0 0 0 0 0 0 53 0 6 45 40 5 0 0 0 0 0 0 0 0 9615:00 2 11 33 25 4 0 0 0 0 0 0 0 0 75 2 6 26 13 0 1 0 0 0 0 0 0 0 48 4 17 59 38 4 1 0 0 0 0 0 0 0 12315:15 1 6 28 23 3 1 0 0 0 0 0 0 0 62 0 2 22 17 0 0 0 0 0 0 0 0 0 41 1 8 50 40 3 1 0 0 0 0 0 0 0 10315:30 1 9 29 27 4 2 0 0 0 0 0 0 0 72 2 9 27 10 1 0 0 0 0 0 0 0 0 49 3 18 56 37 5 2 0 0 0 0 0 0 0 121 15:45 4 5 20 22 3 1 0 0 0 0 0 0 0 55 0 7 31 7 3 0 0 0 0 0 0 0 0 48 4 12 51 29 6 1 0 0 0 0 0 0 0 10316:00 1 0 14 31 5 0 0 0 0 0 0 0 0 51 2 2 18 8 0 0 0 0 0 0 0 0 0 30 3 2 32 39 5 0 0 0 0 0 0 0 0 8116:15 2 10 18 23 2 1 0 0 0 0 0 0 0 56 0 4 26 19 1 2 0 0 0 0 0 0 0 52 2 14 44 42 3 3 0 0 0 0 0 0 0 10816:30 0 2 17 20 3 1 0 0 0 0 0 0 0 43 4 1 17 16 1 0 0 0 0 0 0 0 0 39 4 3 34 36 4 1 0 0 0 0 0 0 0 8216:45 0 2 13 35 4 0 0 0 0 0 0 0 0 54 2 3 17 17 2 0 0 0 0 0 0 0 0 41 2 5 30 52 6 0 0 0 0 0 0 0 0 9517:00 0 8 19 18 3 0 0 0 0 0 0 0 0 48 1 6 40 16 1 1 0 0 0 0 0 0 0 65 1 14 59 34 4 1 0 0 0 0 0 0 0 11317:15 1 0 17 18 7 0 0 0 0 0 0 0 0 43 0 14 35 18 0 0 0 0 0 0 0 0 0 67 1 14 52 36 7 0 0 0 0 0 0 0 0 11017:30 0 1 16 13 1 0 0 0 0 0 0 0 0 31 0 2 26 20 0 1 0 0 0 0 0 0 0 49 0 3 42 33 1 1 0 0 0 0 0 0 0 8017:45 0 1 9 25 8 2 0 0 0 0 0 0 0 45 0 4 26 24 2 0 0 0 0 0 0 0 0 56 0 5 35 49 10 2 0 0 0 0 0 0 0 10118:00 1 2 21 19 1 0 0 0 0 0 0 0 0 44 3 5 25 21 2 0 0 0 0 0 0 0 0 56 4 7 46 40 3 0 0 0 0 0 0 0 0 10018:15 0 0 14 27 5 0 0 0 0 0 0 0 0 46 0 1 12 17 0 0 0 0 0 0 0 0 0 30 0 1 26 44 5 0 0 0 0 0 0 0 0 7618:30 1 0 14 12 5 1 0 0 0 0 0 0 0 33 0 2 18 14 5 0 0 0 0 0 0 0 0 39 1 2 32 26 10 1 0 0 0 0 0 0 0 7218:45 0 0 6 12 3 0 0 0 0 0 0 0 0 21 0 3 14 21 0 0 0 0 0 0 0 0 0 38 0 3 20 33 3 0 0 0 0 0 0 0 0 5919:00 0 3 6 15 4 0 0 0 0 0 0 0 0 28 1 3 13 14 1 0 0 0 0 0 0 0 0 32 1 6 19 29 5 0 0 0 0 0 0 0 0 6019:15 10 10 15 3 0 0 0 0 0 0 0 0 29 0 1 10 7 0 0 0 0 0 0 0 0 0 18 1 1 20 22 3 0 0 0 0 0 0 0 0 47 19:30 0 0 10 9 2 2 0 0 0 0 0 0 0 23 0 2 7 3 2 000 0 0 0 0 0 14 0 2 17 12 4 2 0 0 0 0 0 0 0 3719:45 0145200000000 12 0 1 13 9 0 0 0 0 0 0 0 0 0 23 0 2 17 14 2 0 0 0 0 0 0 0 0 3520:00 0 0 6 12 4 0 0 0 0 0 0 0 0 22 1 1 4 6 1 000 0 0 0 0 0 13 1 1 10 18 5 0 0 0 0 0 0 0 0 3520:15 0 0 6 11 3 0 0 0 0 0 0 0 0 20 0 1 11 8 3 0 0 0 0 0 0 0 0 23 0 1 17 19 6 0 0 0 0 0 0 0 0 4320:30 0 0 10 7 3 1 0 0 0 0 0 0 0 21 0 1 7 11 3 0 0 0 0 0 0 0 0 22 0 1 17 18 6 1 0 0 0 0 0 0 0 4320:45 0 4 3 11 3 0 0 0 0 0 0 0 0 21 0 0 9 0 0 000 0 0 0 0 0 9 0 4 12 11 3 0 0 0 0 0 0 0 0 3021:00 0 0 2 12 2 0 0 0 0 0 0 0 0 16 0 0 6 3 0 000 0 0 0 0 0 9 0 0 8 15 2 0 0 0 0 0 0 0 0 2521:15 0126000000000 9 0 3 9 6 0 000 0 0 0 0 0 18 0 4 11 12 0 0 0 0 0 0 0 0 0 2721:30 0023000000000 5 0 3 6 0 0 000 0 0 0 0 0 9 0383000000000 1421:45 0005010000000 6 0 0 3 2 0 000 0 0 0 0 0 5 0037010000000 1122:00 0022000000000 4 0 0 6 2 0 000 0 0 0 0 0 8 0084000000000 1222:15 0010200000000 3 0 0 2 3 1 000 0 0 0 0 0 6 0033300000000 922:30 0016010000000 8 0 1 2 3 0 000 0 0 0 0 0 6 0139010000000 1422:45 0012220000000 7 201100 00 0 0 0 0 0 4 2023220000000 11 23:00 0003210000000 6 0 1 2 0 0 000 0 0 0 0 0 3 0123210000000 923:15 0016100000000 8 0 2 0 1 0 000 0 0 0 0 0 3 0217100000000 1123:30 0000000000000 0 0 0 3 2 1 000 0 0 0 0 0 6 0032100000000 623:45 0120200000000 5 0 0 4 0 0 000 0 0 0 0 0 4 0160200000000 9 Totals 43 153 822 974 213 32 2000000 2,239 42 320 1,416 855 81 13 0 000000 2,727 85 473 2,238 1,829 294 45 2000000 4,966 % of Totals 2% 7% 37% 44% 10% 1% 0% 0% 0% 0% 0% 0% 0% 100% 2% 12% 52% 31% 3% 0% 0% 0% 0% 0% 0% 0% 0% 100% 2% 10% 45% 37% 6% 1% 0% 0% 0% 0% 0% 0% 0% 100% 15-MINUTE BREAKDOWN
37 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_007
NB SB EB WB Total
0 0 5,632 5,684 11,316

TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 00:00 55 10 12:00 89 97 186 00:00 01:00 17 16 33
00:15 56 11 12:15 95 79 174 01:00 02:00 12 12 24
00:30 73 10 12:30 80 76 156 02:00 03:00 4 13 17
00:45 02 2 12:45 74 87 161 03:00 04:00 11 10 21
01:00 52 7 13:00 76 76 152 04:00 05:00 25 11 36
01:15 41 5 13:15 85 72 157 05:00 06:00 72 38 110
01:30 15 6 13:30 93 76 169 06:00 07:00 148 103 251
01:45 24 6 13:45 82 99 181 07:00 08:00 452 251 703
02:00 13 4 14:00 76 109 185 08:00 09:00 561 324 885
02:15 24 6 14:15 81 90 171 09:00 10:00 372 246 618
02:30 13 4 14:30 82 102 184 10:00 11:00 294 317 611
02:45 03 3 14:45 115 99 214 11:00 12:00 309 323 632
03:00 11 2 15:00 97 119 216 12:00 13:00 338 339 677
03:15 61 7 15:15 111 143 254 13:00 14:00 336 323 659
03:30 13 4 15:30 102 144 246 14:00 15:00 354 400 754
03:45 35 8 15:45 104 138 242 15:00 16:00 414 544 958
04:00 33 6 16:00 88 142 230 16:00 17:00 416 548 964
04:15 80 8 16:15 109 142 251 17:00 18:00 371 576 947
04:30 74 11 16:30 111 143 254 18:00 19:00 380 468 848
04:45 74 11 16:45 108 121 229 19:00 20:00 281 321 602
05:00 10 7 17 17:00 93 152 245 20:00 21:00 194 209 403
05:15 19 5 24 17:15 88 134 222 21:00 22:00 162 158 320
05:30 25 11 36 17:30 97 144 241 22:00 23:00 70 84 154
05:45 18 15 33 17:45 93 146 239 23:00 00:00 39 50 89
06:00 22 15 37 18:00 114 133 247
06:15 34 22 56 18:15 82 118 200 NB SB EB WB TOTAL
06:30 46 15 61 18:30 96 102 198 00:00 to 12:00
06:45 46 51 97 18:45 88 115 203 2277 1664 3941
07:00 57 49 106 19:00 79 85 164 07:45 10:30 07:45
07:15 89 61 150 19:15 75 86 161 601 334 919
07:30 138 72 210 19:30 69 79 148 0.894 0.908 0.934
07:45 168 69 237 19:45 58 71 129
08:00 137 76 213 20:00 57 60 117 12:00 to 00:00
08:15 136 87 223 20:15 50 56 106 3355 4020 7375
08:30 160 86 246 20:30 47 40 87 14:45 17:00 16:15
08:45 128 75 203 20:45 40 53 93 425 576 979
09:00 120 59 179 21:00 48 35 83 0.924 0.947 0.964
09:15 88 51 139 21:15 49 50 99
09:30 89 70 159 21:30 33 35 68 07:00 to 09:00
09:45 75 66 141 21:45 32 38 70 1013 575 1588
10:00 85 57 142 22:00 17 26 43 07:45 08:00 07:45
10:15 75 83 158 22:15 16 17 33 601 324 919
10:30 69 92 161 22:30 21 25 46 0.894 0.931 0.934
10:45 65 85 150 22:45 16 16 32
11:00 80 66 146 23:00 17 19 36 16:00 to 18:00
11:15 75 91 166 23:15 13 10 23 787 1124 1911
11:30 79 81 160 23:30 68 14 16:15 17:00 16:15
11:45 75 85 160 23:45 3 13 16 421 576 979
TOTALS 0 0 2277 1664 3941 TOTALS 0 0 3355 4020 7375 0.948 0.947 0.964 SPLIT % 0% 0% 58% 42% 35% SPLIT % 0% 0% 45% 55% 65%
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Prepared by National Data & Surveying Services
VOLUME
Middlefield Rd W/O Palmer Ln/Fair Oaks Ln
03/10/2026

DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME

STATISTICS
Peak Period
0 100
200
300
400
500
600
700
00:0001:0002:0003:0004:0005:0006:0007:0008:0009:0010:0011:0012:0013:0014:0015:0016:0017:0018:0019:0020:0021:0022:0023:00

NB SB EB WB
38 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_007
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 00:00 0036620000000 17 1 2 4 4 4 100 0 0 0 0 0 16 1 2 7 10 10 3 0 0 0 0 0 0 0 33 01:00 0006321000000 12 0 2 1 5 3 100 0 0 0 0 0 12 0 2 1 11 6 3 1 0 0 0 0 0 0 2402:00 0002200000000 4 0 0 5 5 2 100 0 0 0 0 0 13 0057410000000 1703:00 0022520000000 11 0 0 1 3 2 310 0 0 0 0 0 10 0035751000000 2104:00 0035962000000 25 1 0 1 6 2 100 0 0 0 0 0 11 1 0 4 11 11 7 2 0 0 0 0 0 0 3605:00 0 2 4 23 21 18 3 1 0 0 0 0 0 72 1 3 5 21 5 2 1 0 0 0 0 0 0 38 1 5 9 44 26 20 4 1 0 0 0 0 0 11006:00 0 3 16 43 60 22 3 1 0 0 0 0 0 148 2 7 18 53 17 5 1 0 0 0 0 0 0 103 2 10 34 96 77 27 4 1 0 0 0 0 0 25107:00 21 36 115 153 94 33 0 0 0 0 0 0 0 452 4 12 51 134 41 9 0 0 0 0 0 0 0 251 25 48 166 287 135 42 0 0 0 0 0 0 0 70308:00 144 79 139 142 51 4 1 1 0 0 0 0 0 561 6 16 107 138 51 6 0 0 0 0 0 0 0 324 150 95 246 280 102 10 1 1 0 0 0 0 0 88509:00 21 28 95 143 76 9 0 0 0 0 0 0 0 372 1 12 58 139 28 7 1 0 0 0 0 0 0 246 22 40 153 282 104 16 1 0 0 0 0 0 0 61810:00 16 11 69 122 60 13 3 0 0 0 0 0 0 294 1 19 100 149 46 2 0 0 0 0 0 0 0 317 17 30 169 271 106 15 3 0 0 0 0 0 0 61111:00 16 28 80 143 35 6 1 0 0 0 0 0 0 309 1 21 94 166 37 4 0 0 0 0 0 0 0 323 17 49 174 309 72 10 1 0 0 0 0 0 0 63212:00 37 47 94 108 44 7 1 0 0 0 0 0 0 338 4 31 122 139 36 6 1 0 0 0 0 0 0 339 41 78 216 247 80 13 2 0 0 0 0 0 0 67713:00 20 20 71 138 70 16 1 0 0 0 0 0 0 336 08 62 184 64 4 0 1 0 0 0 0 0 323 20 28 133 322 134 20 1 1 0 0 0 0 0 65914:00 4 13 88 165 57 25 2 0 0 0 0 0 0 354 4 15 88 206 70 17 0 0 0 0 0 0 0 400 8 28 176 371 127 42 2 0 0 0 0 0 0 75415:00 14 12 100 180 92 14 2 0 0 0 0 0 0 414 1 13 143 296 77 14 0 0 0 0 0 0 0 544 15 25 243 476 169 28 2 0 0 0 0 0 0 95816:00 47 28 74 154 87 25 1 0 0 0 0 0 0 416 2 28 147 268 87 15 1 0 0 0 0 0 0 548 49 56 221 422 174 40 2 0 0 0 0 0 0 96417:00 1 11 62 159 106 29 3 0 0 0 0 0 0 371 1 20 168 297 77 12 1 0 0 0 0 0 0 576 2 31 230 456 183 41 4 0 0 0 0 0 0 94718:00 16 6 80 161 93 24 0 0 0 0 0 0 0 380 1 24 131 227 74 10 0 1 0 0 0 0 0 468 17 30 211 388 167 34 0 1 0 0 0 0 0 84819:00 0 3 37 125 86 28 2 0 0 0 0 0 0 281 0 18 65 167 64 7 0 0 0 0 0 0 0 321 0 21 102 292 150 35 2 0 0 0 0 0 0 60220:00 0 4 28 77 68 9 7 1 0 0 0 0 0 194 5 9 70 99 19 7 0 0 0 0 0 0 0 209 5 13 98 176 87 16 7 1 0 0 0 0 0 40321:00 0 4 18 65 55 18 2 0 0 0 0 0 0 162 1 11 42 76 22 6 0 0 0 0 0 0 0 158 1 15 60 141 77 24 2 0 0 0 0 0 0 32022:00 0 2 10 21 25 8 4 0 0 0 0 0 0 70 1 8 8 48 14 4 0 1 0 0 0 0 0 84 1 10 18 69 39 12 4 1 0 0 0 0 0 15423:00 0 2 5 15 12 3 2 0 0 0 0 0 0 39 0 4 13 22 9 2 0 0 0 0 0 0 0 50 0 6 18 37 21 5 2 0 0 0 0 0 0 89 Totals 357 339 1,193 2,158 1,217 323 41 400000 5,632 38 283 1,504 2,852 851 146 7 300000 5,684 395 622 2,697 5,010 2,068 469 48 700000 11,316 % of Totals 6% 6% 21% 38% 22% 6% 1% 0% 100% 1% 5% 26% 50% 15% 3% 0% 0% 100% 3% 5% 24% 44% 18% 4% 0% 0% 100% 00:00 - 12:00 218 187 526 790 422 117 14 3 0 0 0 0 0 2277 18 94 445 823 238 42 4000000 1664 236 281 971 1613 660 159 18 300000 3941 % 4% 3% 9% 14% 7% 2% 0% 0% 0% 0% 0% 0% 0% 40% 0% 2% 8% 15% 4% 1% 0% 0% 0% 0% 0% 0% 0% 30% 4% 5% 17% 29% 12% 3% 0% 0% 0% 0% 0% 0% 0% 70% Peak Hour 08:00 08:15 07:30 07:30 07:00 06:45 05:30 04:30 00:00 00:00 00:00 00:00 00:00 07:45 07:30 11:45 11:45 10:45 08:00 06:30 02:45 00:00 00:00 00:00 00:00 00:00 00:00 11:15 08:00 08:15 07:30 07:15 07:00 06:45 05:30 04:30 00:00 00:00 00:00 00:00 00:00 07:45 Peak Volume 144 85 205 188 94 35 6 1 0 0 0 0 0 601 6 36 139 169 51 12 1 0 0 0 0 0 0 354 150 100 296 330 135 46 6 1 0 0 0 0 0 919 12:00 - 24:00 139 152 667 1368 795 206 27 100000 3355 20 189 1059 2029 613 104 3300000 4020 159 341 1726 3397 1408 310 30 400000 7375 % 2% 3% 12% 24% 14% 4% 0% 0% 0% 0% 0% 0% 0% 60% 0% 3% 19% 36% 11% 2% 0% 0% 0% 0% 0% 0% 0% 71% 3% 6% 31% 60% 25% 6% 1% 0% 0% 0% 0% 0% 0% 131% Peak Hour 16:00 12:00 15:00 14:45 17:00 18:30 20:15 19:15 12:00 12:00 12:00 12:00 12:00 14:45 20:00 12:00 17:15 15:15 15:30 16:15 16:15 12:45 12:00 12:00 12:00 12:00 12:00 17:00 16:00 12:00 17:15 15:15 15:30 15:45 20:15 12:45 12:00 12:00 12:00 12:00 12:00 16:15 Peak Volume 47 47 100 191 106 34 8 1 0 0 0 0 0 425 5 31 177 302 96 18 2 1 0 0 0 0 0 576 49 78 255 479 189 43 8 1 0 0 0 0 0 979 07:00 - 09:00 165 115 254 295 145 37 1 1 0 0 0 0 0 1013 10 28 158 272 92 15 0 0 0 0 0 0 0 575 175 143 412 567 237 52 1 1 0 0 0 0 0 1588 % 3% 2% 5% 5% 3% 1% 0% 0% 0% 0% 0% 0% 0% 18% 0% 0% 3% 5% 2% 0% 0% 0% 0% 0% 0% 0% 0% 10% 3% 3% 7% 10% 4% 1% 0% 0% 0% 0% 0% 0% 0% 28% Peak Hour 08:00 07:45 07:30 07:30 07:00 07:00 07:30 07:30 07:00 07:00 07:00 07:00 07:00 07:45 07:30 08:00 08:00 07:15 08:00 07:15 07:00 07:00 07:00 07:00 07:00 07:00 07:00 08:00 08:00 07:45 07:30 07:15 07:00 07:00 07:30 07:30 07:00 07:00 07:00 07:00 07:00 07:45 Peak Volume 144 80 205 188 94 33 1 1 0 0 0 0 0 601 6 16 107 147 51 11 0 0 0 0 0 0 0 324 150 95 296 330 135 42 1 1 0 0 0 0 0 919 16:00 - 18:00 48 39 136 313 193 54 4 0 0 0 0 0 0 787 3 48 315 565 164 27 2 0 0 0 0 0 0 1124 51 87 451 878 357 81 6000000 1911 % 1% 1% 2% 6% 3% 1% 0% 0% 0% 0% 0% 0% 0% 14% 0% 1% 6% 10% 3% 0% 0% 0% 0% 0% 0% 0% 0% 20% 1% 2% 8% 16% 6% 1% 0% 0% 0% 0% 0% 0% 0% 34% Peak Hour 16:00 16:00 16:15 16:15 17:00 17:00 16:45 16:00 16:00 16:00 16:00 16:00 16:00 16:15 16:00 16:30 17:00 17:00 16:00 16:15 16:15 16:00 16:00 16:00 16:00 16:00 16:00 17:00 16:00 16:30 17:00 17:00 17:00 16:15 16:45 16:00 16:00 16:00 16:00 16:00 16:00 16:15 Peak Volume 47 28 79 159 106 29 3 0 0 0 0 0 0 421 2 31 168 297 87 18 2 0 0 0 0 0 0 576 49 59 230 456 183 41 5 0 0 0 0 0 0 979 15 20 25 30 35 40 45 50 55 60 65 70 200 15 20 25 30 35 40 45 50 55 60 65 70 200 23-32 mph 8170 72% 0 0%
00%
TOTALS 22 28 27 32 35 11316 TOTALS
34 5684 WESTBOUND 22-31 mph
0 0%
WESTBOUND 23 27 27 31 4530 80%
EASTBOUND 21 28 27 33 36 5632 EASTBOUND 24-33 mph 3685 65% Pace
15th 50th Average 85th 95th ADT 10mph Pace # in Pace % in Pace Number of Vehicles >= 55 MPH % of Vehicles >= 55 MPH

HOURLY BREAKDOWN STATISTICS
Direction Percentiles Direction
Prepared by National Data & Surveying Services
SPEED
Middlefield Rd W/O Palmer Ln/Fair Oaks Ln
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
39 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_007
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd W/O Palmer Ln/Fair Oaks Ln
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
00:00 0011210000000 5 0 0 2 0 3 000 0 0 0 0 0 5 0031510000000 1000:15 0012200000000 5 0 2 2 2 0 000 0 0 0 0 0 6 0234200000000 1100:30 0013210000000 7 1 0 0 1 0 100 0 0 0 0 0 3 1014220000000 1000:45 0000000000000 0 0 0 0 1 1 000 0 0 0 0 0 2 0001100000000 201:00 0003011000000 5 0 0 0 1 1 000 0 0 0 0 0 2 0004111000000 701:15 0001300000000 4 0 0 0 1 0 000 0 0 0 0 0 1 0002300000000 501:30 0001000000000 1 0 2 0 2 1 000 0 0 0 0 0 5 0203100000000 601:45 0001010000000 2 0 0 1 1 1 100 0 0 0 0 0 4 0012120000000 602:00 0001000000000 1 0 0 0 2 1 000 0 0 0 0 0 3 0003100000000 402:15 0001100000000 2 0 0 1 1 1 100 0 0 0 0 0 4 0012210000000 602:30 0000100000000 1 0 0 2 1 0 000 0 0 0 0 0 3 0021100000000 402:45 0000000000000 0 0 0 2 1 0 000 0 0 0 0 0 3 0021000000000 303:00 0000100000000 1 0 0 1 0 0 000 0 0 0 0 0 1 0010100000000 203:15 0011220000000 6 0 0 0 1 0 000 0 0 0 0 0 1 0012220000000 703:30 0001000000000 1 0 0 0 1 0 110 0 0 0 0 0 3 0002011000000 403:45 0010200000000 3 000122 00 0 0 0 0 0 5 0011420000000 8 04:00 0010101000000 3 1 0 0 2 0 000 0 0 0 0 0 3 1012101000000 604:15 0022211000000 8 0 0 0 0 0 000 0 0 0 0 0 0 0022211000000 804:30 0000250000000 7 0 0 1 1 1 100 0 0 0 0 0 4 0011360000000 1104:45 0003400000000 7 0 0 0 3 1 000 0 0 0 0 0 4 0006500000000 1105:00 0006310000000 10 0 2 2 2 0 010 0 0 0 0 0 7 0228311000000 1705:15 0 0 0 1 6 11 0 1 0 0 0 0 0 19 0 0 0 4 0 100 0 0 0 0 0 5 0 0 0 5 6 12 0 1 0 0 0 0 0 2405:30 0149542000000 25 0 1 2 7 1 000 0 0 0 0 0 11 0 2 6 16 6 4 2 0 0 0 0 0 0 3605:45 0107721000000 18 1 0 1 8 4 100 0 0 0 0 0 15 1 1 1 15 11 3 1 0 0 0 0 0 0 3306:00 0227542000000 22 1 1 2 10 1 0 0 0 0 0 0 0 0 15 1 3 4 17 6 4 2 0 0 0 0 0 0 3706:15 0 0 2 8 18 4 1 1 0 0 0 0 0 34 0 2 3 11 5 1 0 0 0 0 0 0 0 22 0 2 5 19 23 5 1 1 0 0 0 0 0 5606:30 0 0 8 13 21 4 0 0 0 0 0 0 0 46 0 0 3 7 2 210 0 0 0 0 0 15 0 0 11 20 23 6 1 0 0 0 0 0 0 6106:45 0 1 4 15 16 10 0 0 0 0 0 0 0 46 1 4 10 25 9 2 0 0 0 0 0 0 0 51 1 5 14 40 25 12 0 0 0 0 0 0 0 9707:00 0 1 6 19 20 11 0 0 0 0 0 0 0 57 0 2 9 27 9 2 0 0 0 0 0 0 0 49 0 3 15 46 29 13 0 0 0 0 0 0 0 10607:15 004 43 36 6 0 0 0 0 0 0 0 89 0 2 9 32 12 6 0 0 0 0 0 0 0 61 0 2 13 75 48 12 0 0 0 0 0 0 0 150 07:30 4 11 45 51 19 8 0 0 0 0 0 0 0 138 4 5 14 38 10 1 0 0 0 0 0 0 0 72 8 16 59 89 29 9 0 0 0 0 0 0 0 21007:45 17 24 60 40 19 8 0 0 0 0 0 0 0 168 0 3 19 37 10 0 0 0 0 0 0 0 0 69 17 27 79 77 29 8 0 0 0 0 0 0 0 23708:00 7 9 56 49 16 0 0 0 0 0 0 0 0 137 0 3 16 40 13 4 0 0 0 0 0 0 0 76 7 12 72 89 29 4 0 0 0 0 0 0 0 21308:15 16 12 44 48 12 2 1 1 0 0 0 0 0 136 2 4 42 23 15 1 0 0 0 0 0 0 0 87 18 16 86 71 27 3 1 1 0 0 0 0 0 22308:30 99 35 16 10 0 0 0 0 0 0 0 0 0 160 2 5 29 44 6 0 0 0 0 0 0 0 0 86 101 40 45 54 6 0 0 0 0 0 0 0 0 24608:45 22 23 23 35 23 2 0 0 0 0 0 0 0 128 2 4 20 31 17 1 0 0 0 0 0 0 0 75 24 27 43 66 40 3 0 0 0 0 0 0 0 20309:00 3 15 32 53 15 2 0 0 0 0 0 0 0 120 0 2 10 39 7 1 0 0 0 0 0 0 0 59 3 17 42 92 22 3 0 0 0 0 0 0 0 17909:15 16 4 19 23 22 4 0 0 0 0 0 0 0 88 1 2 17 22 7 1 1 0 0 0 0 0 0 51 17 6 36 45 29 5 1 0 0 0 0 0 0 13909:30 0 3 20 43 20 3 0 0 0 0 0 0 0 89 0 4 14 42 8 2 0 0 0 0 0 0 0 70 0 7 34 85 28 5 0 0 0 0 0 0 0 15909:45 2 6 24 24 19 0 0 0 0 0 0 0 0 75 0 4 17 36 6 3 0 0 0 0 0 0 0 66 2 10 41 60 25 3 0 0 0 0 0 0 0 14110:00 8 1 17 40 13 6 0 0 0 0 0 0 0 85 1 3 10 29 13 1 0 0 0 0 0 0 0 57 9 4 27 69 26 7 0 0 0 0 0 0 0 14210:15 4 3 16 31 16 3 2 0 0 0 0 0 0 75 0 6 22 40 14 1 0 0 0 0 0 0 0 83 4 9 38 71 30 4 2 0 0 0 0 0 0 15810:30 3 1 15 26 20 3 1 0 0 0 0 0 0 69 0 4 46 37 5 0 0 0 0 0 0 0 0 92 3 5 61 63 25 3 1 0 0 0 0 0 0 16110:45 1 6 21 25 11 1 0 0 0 0 0 0 0 65 06 22 43 14 0 0 0 0 0 0 0 0 85 1 12 43 68 25 1 0 0 0 0 0 0 0 150 11:00 0 5 28 33 10 3 1 0 0 0 0 0 0 80 0 1 15 40 7 3 0 0 0 0 0 0 0 66 0 6 43 73 17 6 1 0 0 0 0 0 0 14611:15 1 6 10 49 7 2 0 0 0 0 0 0 0 75 0 6 27 47 11 0 0 0 0 0 0 0 0 91 1 12 37 96 18 2 0 0 0 0 0 0 0 16611:30 9 10 23 32 4 1 0 0 0 0 0 0 0 79 0 5 21 39 15 1 0 0 0 0 0 0 0 81 9 15 44 71 19 2 0 0 0 0 0 0 0 16011:45 6 7 19 29 14 0 0 0 0 0 0 0 0 75 1 9 31 40 4 0 0 0 0 0 0 0 0 85 7 16 50 69 18 0 0 0 0 0 0 0 0 160 15-MINUTE BREAKDOWN
40 Day: Tuesday City: Atherton
Date: Project #: CA26_080044_007
5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 5 15 20 25 30 35 40 45 50 55 60 65 70 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 15 20 25 30 35 40 45 50 55 60 65 70 99 Prepared by National Data & Surveying Services
SPEED
Middlefield Rd W/O Palmer Ln/Fair Oaks Ln
03/10/2026
Time

EASTBOUND
Total

WESTBOUND
Total
TOTALS
Total
12:00 3 13 40 18 12 2 1 0 0 0 0 0 0 89 3 12 38 33 9 2 0 0 0 0 0 0 0 97 6 25 78 51 21 4 1 0 0 0 0 0 0 18612:15 22 15 25 22 9 2 0 0 0 0 0 0 0 95 1 6 40 30 2 0 0 0 0 0 0 0 0 79 23 21 65 52 11 2 0 0 0 0 0 0 0 17412:30 12 17 17 26 8 0 0 0 0 0 0 0 0 80 0 9 30 28 8 1 0 0 0 0 0 0 0 76 12 26 47 54 16 1 0 0 0 0 0 0 0 15612:45 0 2 12 42 15 3 0 0 0 0 0 0 0 74 0 4 14 48 17 3 1 0 0 0 0 0 0 87 0 6 26 90 32 6 1 0 0 0 0 0 0 16113:00 1 6 20 31 12 5 1 0 0 0 0 0 0 76 0 1 12 43 19 1 0 0 0 0 0 0 0 76 1 7 32 74 31 6 1 0 0 0 0 0 0 15213:15 19 5 18 32 9 2 0 0 0 0 0 0 0 85 0 2 16 36 15 3 0 0 0 0 0 0 0 72 19 7 34 68 24 5 0 0 0 0 0 0 0 15713:30 0 6 18 42 24 3 0 0 0 0 0 0 0 93 0 2 15 44 14 0 0 1 0 0 0 0 0 76 0 8 33 86 38 3 0 1 0 0 0 0 0 16913:45 0 3 15 33 25 6 0 0 0 0 0 0 0 82 0 3 19 61 16 0 0 0 0 0 0 0 0 99 0 6 34 94 41 6 0 0 0 0 0 0 0 18114:00 0 2 14 36 14 10 0 0 0 0 0 0 0 76 0 1 27 61 15 5 0 0 0 0 0 0 0 109 0 3 41 97 29 15 0 0 0 0 0 0 0 18514:15 2 7 26 27 16 3 0 0 0 0 0 0 0 81 0 5 18 39 25 3 0 0 0 0 0 0 0 90 2 12 44 66 41 6 0 0 0 0 0 0 0 17114:30 2 1 21 44 8 5 1 0 0 0 0 0 0 82 2 5 19 60 10 6 0 0 0 0 0 0 0 102 4 6 40 104 18 11 1 0 0 0 0 0 0 18414:45 0 3 27 58 19 7 1 0 0 0 0 0 0 115 2 4 24 46 20 3 0 0 0 0 0 0 0 99 2 7 51 104 39 10 1 0 0 0 0 0 0 21415:00 13 6 18 38 18 3 1 0 0 0 0 0 0 97 0 3 21 74 19 2 0 0 0 0 0 0 0 119 13 9 39 112 37 5 1 0 0 0 0 0 0 21615:15 0 2 30 45 30 3 1 0 0 0 0 0 0 111 0 5 37 77 18 6 0 0 0 0 0 0 0 143 0 7 67 122 48 9 1 0 0 0 0 0 0 25415:30 1 1 18 50 28 4 0 0 0 0 0 0 0 102 1 3 37 78 22 3 0 0 0 0 0 0 0 144 24 55 128 50 7 0 0 0 0 0 0 0 246 15:45 0 3 34 47 16 4 0 0 0 0 0 0 0 104 0 2 48 67 18 3 0 0 0 0 0 0 0 138 0 5 82 114 34 7 0 0 0 0 0 0 0 24216:00 4 4 17 35 21 7 0 0 0 0 0 0 0 88 0 4 31 80 24 3 0 0 0 0 0 0 0 142 4 8 48 115 45 10 0 0 0 0 0 0 0 23016:15 0 2 22 45 28 11 1 0 0 0 0 0 0 109 1 2 32 70 32 5 0 0 0 0 0 0 0 142 1 4 54 115 60 16 1 0 0 0 0 0 0 25116:30 8 12 19 39 27 6 0 0 0 0 0 0 0 111 1 15 49 60 14 4 0 0 0 0 0 0 0 143 9 27 68 99 41 10 0 0 0 0 0 0 0 25416:45 35 10 16 35 11 1 0 0 0 0 0 0 0 108 0 7 35 58 17 3 1 0 0 0 0 0 0 121 35 17 51 93 28 4 1 0 0 0 0 0 0 22917:00 0 0 22 40 25 5 1 0 0 0 0 0 0 93 0 6 31 90 18 6 1 0 0 0 0 0 0 152 0 6 53 130 43 11 2 0 0 0 0 0 0 24517:15 1 6 10 31 31 8 1 0 0 0 0 0 0 88 0 3 44 65 21 1 0 0 0 0 0 0 0 134 1 9 54 96 52 9 1 0 0 0 0 0 0 22217:30 0 2 11 43 27 13 1 0 0 0 0 0 0 97 0 4 43 72 21 4 0 0 0 0 0 0 0 144 0 6 54 115 48 17 1 0 0 0 0 0 0 24117:45 0 3 19 45 23 3 0 0 0 0 0 0 0 93 1 7 50 70 17 1 0 0 0 0 0 0 0 146 1 10 69 115 40 4 0 0 0 0 0 0 0 23918:00 10 4 38 44 18 0 0 0 0 0 0 0 0 114 1 7 40 59 22 4 0 0 0 0 0 0 0 133 11 11 78 103 40 4 0 0 0 0 0 0 0 24718:15 0 0 17 32 25 8 0 0 0 0 0 0 0 82 0 8 28 62 17 3 0 0 0 0 0 0 0 118 0 8 45 94 42 11 0 0 0 0 0 0 0 20018:30 1 2 13 46 28 6 0 0 0 0 0 0 0 96 0 5 26 46 23 2 0 0 0 0 0 0 0 102 1 7 39 92 51 8 0 0 0 0 0 0 0 19818:45 5 0 12 39 22 10 0 0 0 0 0 0 0 88 0 4 37 60 12 1 0 1 0 0 0 0 0 115 5 4 49 99 34 11 0 1 0 0 0 0 0 20319:00 0 1 14 31 27 6 0 0 0 0 0 0 0 79 0 7 14 45 15 4 0 0 0 0 0 0 0 85 0 8 28 76 42 10 0 0 0 0 0 0 0 16419:15 00 11 30 21 12 1 0 0 0 0 0 0 75 0 2 17 45 21 1 0 0 0 0 0 0 0 86 0 2 28 75 42 13 1 0 0 0 0 0 0 16119:30 0 2 9 37 19 2 0 0 0 0 0 0 0 69 0 7 19 34 17 2 0 0 0 0 0 0 0 79 0 9 28 71 36 4 0 0 0 0 0 0 0 14819:45 0 0 3 27 19 8 1 0 0 0 0 0 0 58 0 2 15 43 11 0 0 0 0 0 0 0 0 71 0 2 18 70 30 8 1 0 0 0 0 0 0 12920:00 0 0 7 20 25 3 1 1 0 0 0 0 0 57 1 1 13 36 9 0 0 0 0 0 0 0 0 60 1 1 20 56 34 3 1 1 0 0 0 0 0 11720:15 0 1 12 16 15 3 3 0 0 0 0 0 0 50 0 3 24 24 4 1 0 0 0 0 0 0 0 56 0 4 36 40 19 4 3 0 0 0 0 0 0 10620:30 0 3 4 26 12 1 1 0 0 0 0 0 0 47 0 0 15 20 3 2 0 0 0 0 0 0 0 40 0 3 19 46 15 3 1 0 0 0 0 0 0 8720:45 0 0 5 15 16 2 2 0 0 0 0 0 0 40 4 5 18 19 3 4 0 0 0 0 0 0 0 53 4 5 23 34 19 6 2 0 0 0 0 0 0 9321:00 0 0 8 18 16 4 2 0 0 0 0 0 0 48 0 3 9 16 6 1 0 0 0 0 0 0 0 35 0 3 17 34 22 5 2 0 0 0 0 0 0 8321:15 0 3 3 17 20 6 0 0 0 0 0 0 0 49 0 2 12 25 9 2 0 0 0 0 0 0 0 50 0 5 15 42 29 8 0 0 0 0 0 0 0 9921:30 0 0 5 13 11 4 0 0 0 0 0 0 0 33 1 3 11 13 5 2 0 0 0 0 0 0 0 35 1 3 16 26 16 6 0 0 0 0 0 0 0 6821:45 0 1 2 17 8 4 0 0 0 0 0 0 0 32 0 3 10 22 2 1 0 0 0 0 0 0 0 38 0 4 12 39 10 5 0 0 0 0 0 0 0 7022:00 0026621000000 17 0 2 1 19 3 0 0 1 0 0 0 0 0 26 0 2 3 25 9 2 1 1 0 0 0 0 0 4322:15 0027601000000 16 0 2 1 12 1 1 0 0 0 0 0 0 0 17 0 2 3 19 7 1 1 0 0 0 0 0 0 3322:30 0232662000000 21 1 4 2 10 7 1 0 0 0 0 0 0 0 25 1 6 5 12 13 7 2 0 0 0 0 0 0 4622:45 0036700000000 16 004732 00 0 0 0 0 0 16 0 0 7 13 10 2 0 0 0 0 0 0 0 32 23:00 0125531000000 17 0 2 7 5 5 000 0 0 0 0 0 19 0 3 9 10 10 3 1 0 0 0 0 0 0 3623:15 0036400000000 13 0 1 2 3 3 100 0 0 0 0 0 10 0159710000000 2323:30 0103200000000 6 0 0 1 5 1 100 0 0 0 0 0 8 0118310000000 1423:45 0001101000000 3 0 1 3 9 0 000 0 0 0 0 0 13 0 1 3 10 1 0 1 0 0 0 0 0 0 16 Totals 357 339 1,193 2,158 1,217 323 41 400000 5,632 38 283 1,504 2,852 851 146 7 300000 5,684 395 622 2,697 5,010 2,068 469 48 700000 11,316 % of Totals 6% 6% 21% 38% 22% 6% 1% 0% 0% 0% 0% 0% 0% 100% 1% 5% 26% 50% 15% 3% 0% 0% 0% 0% 0% 0% 0% 100% 3% 5% 24% 44% 18% 4% 0% 0% 0% 0% 0% 0% 0% 100% 15-MINUTE BREAKDOWN
41 Prepared by National Data & Surveying Services
ID: 26-080043-001 Day:

City: Atherton Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0 0 0 0
1 755 0 489
0 0 1 0 1 47 0 53
0 0 0 0 TEV 1451 0 1639 0 0 0 0
669 0 584 1 PHF 0.89 0.95
79 0 78 0 0 1 0 1

AM NOON PM PM NOON AM
PM 0 114 0 60 PM
NOON 0 0 0 0 NOON
AM 0 94 0 67 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 132

NORTHBOUND
Watkins Ave
Cars (NOON) HT (NOON)
NONE
644 0 736
Cars (AM) 125 HT (AM)
Middlefield Rd

EASTBOUND

WESTBOUND
Middlefield Rd
583 0 870

CONTROL
1-Way Stop(NB)
0 NONE
02:30 PM - 03:30 PM 0
Watkins Ave & Middlefield Rd
Peak Hour Turning Movement Count
Watkins Ave Tuesday
SOUTHBOUND 3/10/2026

PEAK HOURS
2:00 PM - 06:00 PM
07:45 AM - 08:45 AM 0 7:00 AM - 10:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 0
10 200
2 0
0 1
0 0
0 00
0 00 0
0 22
0 1
19 0
0 0
0 40
2 0
0 0 0
0 0
000
000
0 24
2 1
29 0
0 0
0 30
2 0
733
78 46
565
0 000
1100
58 0
0 0 0
0 0
000
000
0 465
77 52
640
0 000
91065
42 National Data & Surveying Services
Intersection Turning Movement Count
Location: Watkins Ave & Middlefield Rd
City: Atherton Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
1 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 9 0 7 0 0 0 0 0 0 112 20 0 2 72 0 0 222
7:15 AM 19 0 11 0 0 0 0 0 0 164 21 0 7 64 0 0 286
7:30 AM 18 0 13 0 0 0 0 0 0 165 19 0 8 100 0 0 323
7:45 AM 13 0 10 0 0 0 0 0 0 202 29 0 15 97 0 0 366
8:00 AM 21 0 28 0 0 0 0 0 0 154 29 0 21 154 0 0 407
8:15 AM 33 0 15 0 0 0 0 0 0 138 14 0 14 124 0 0 338
8:30 AM 27 0 14 0 0 0 0 0 0 175 7 0 3 114 0 0 340
8:45 AM 29 0 20 0 0 0 0 0 0 156 12 0 10 133 0 0 360
9:00 AM 24 0 17 0 0 0 0 0 0 149 12 0 12 112 0 0 326
9:15 AM 15 0 23 0 0 0 0 0 0 124 8 0 23 97 0 0 290
9:30 AM 18 0 14 0 0 0 0 0 0 140 12 0 14 117 0 0 315
9:45 AM 22 0 19 0 0 0 0 0 0 155 14 0 15 105 0 0 330

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 248 0 191 0 0 0 0 0 0 1834 197 0 144 1289 0 0 3903 APPROACH %'s : 56.49% 0.00% 43.51% 0.00% 0.00% 90.30% 9.70% 0.00% 10.05% 89.95% 0.00% 0.00% PEAK HR : 7:45 AM 40 TOTAL
PEAK HR VOL : 94 0 67 0 0 0 0 0 0 669 79 0 53 489 0 0 1451 PEAK HR FACTOR : 0.712 0.000 0.598 0.000 0.000 0.000 0.000 0.000 0.000 0.828 0.681 0.000 0.631 0.794 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 25 0 13 0 0 0 0 0 0 114 17 1 13 162 0 0 345
2:15 PM 32 0 20 0 0 0 0 0 0 131 21 0 9 166 0 0 379
2:30 PM 31 0 16 0 0 0 0 0 0 185 19 0 9 172 0 0 432
2:45 PM 21 0 14 0 0 0 0 0 0 155 17 1 13 171 0 0 392
3:00 PM 35 0 20 0 0 0 0 0 0 125 22 0 11 191 0 0 404
3:15 PM 27 0 10 0 0 0 0 0 0 119 20 0 14 221 0 0 411
3:30 PM 43 0 10 0 0 0 0 0 0 132 15 0 9 200 0 0 409
3:45 PM 11 0 9 0 0 0 0 0 0 144 6 0 17 182 0 0 369
4:00 PM 16 0 12 0 0 0 0 0 0 122 9 0 16 183 0 0 358
4:15 PM 20 0 12 0 0 0 0 0 0 138 10 0 24 158 0 0 362
4:30 PM 9 0 16 0 0 0 0 0 0 126 10 0 15 182 0 0 358
4:45 PM 27 0 4 0 0 0 0 0 0 134 6 0 12 206 0 0 389
5:00 PM 23 0 12 0 0 0 0 0 0 139 14 0 15 199 0 1 403
5:15 PM 19 0 11 0 0 0 0 0 0 121 12 0 26 204 0 0 393
5:30 PM 33 0 19 0 0 0 0 0 0 145 12 0 24 186 0 0 419
5:45 PM 15 0 4 0 0 0 0 0 0 148 7 0 16 200 0 0 390

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 387 0 202 0 0 0 0 0 0 2178 217 2 243 2983 0 1 6213 APPROACH %'s : 65.70% 0.00% 34.30% 0.00% 0.00% 90.86% 9.05% 0.08% 7.53% 92.44% 0.00% 0.03% PEAK HR : 2:30 PM 12:00 AM TOTAL
PEAK HR VOL : 114 0 60 0 0 0 0 0 0 584 78 1 47 755 0 0 1639 PEAK HR FACTOR : 0.814 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.789 0.886 0.250 0.839 0.854 0.000 0.000 02:30 PM - 03:30 PM

0.948 0.791 0.813 0.853
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:45 AM - 08:45 AM

0.891 0.821 0.810 0.774
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
26-080043-001
3/10/2026
Data - Total
Watkins Ave Watkins Ave Middlefield Rd Middlefield Rd
43 National Data & Surveying Services
Intersection Turning Movement Count
Location: Watkins Ave & Middlefield Rd
City: Atherton Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
1 0 1 0 0 0 0 0 0 1 0 0 1 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 9 0 0 0 3 0 0 12
7:15 AM 1 0 0 0 0 0 0 0 0 3 1 0 0 1 0 0 6
7:30 AM 0 0 0 0 0 0 0 0 0 6 1 0 0 3 0 0 10
7:45 AM 0 0 0 0 0 0 0 0 0 11 1 0 0 3 0 0 15
8:00 AM 1 0 0 0 0 0 0 0 0 3 1 0 0 7 0 0 12
8:15 AM 2 0 2 0 0 0 0 0 0 6 0 0 1 6 0 0 17
8:30 AM 0 0 0 0 0 0 0 0 0 9 0 0 0 8 0 0 17
8:45 AM 0 0 0 0 0 0 0 0 0 14 0 0 0 4 0 0 18
9:00 AM 0 0 0 0 0 0 0 0 0 5 1 0 0 3 0 0 9
9:15 AM 0 0 0 0 0 0 0 0 0 9 0 0 1 4 0 0 14
9:30 AM 1 0 0 0 0 0 0 0 0 2 1 0 2 7 0 0 13
9:45 AM 0 0 2 0 0 0 0 0 0 4 0 0 0 9 0 0 15

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 0 4 0 0 0 0 0 0 81 6 0 4 58 0 0 158
APPROACH %'s : 55.56% 0.00% 44.44% 0.00% 0.00% 93.10% 6.90% 0.00% 6.45% 93.55% 0.00% 0.00% PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 3 0 2 0 0 0 0 0 0 29 2 0 1 24 0 0 61
PEAK HR FACTOR : 0.375 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.659 0.500 0.000 0.250 0.750 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 1 0 1 0 0 0 0 0 0 6 0 0 1 5 0 0 14
2:15 PM 2 0 0 0 0 0 0 0 0 4 1 0 0 6 0 0 13
2:30 PM 1 0 1 0 0 0 0 0 0 6 0 0 0 3 0 0 11
2:45 PM 2 0 0 0 0 0 0 0 0 6 0 0 0 8 0 0 16
3:00 PM 0 0 1 0 0 0 0 0 0 3 0 0 0 6 0 0 10
3:15 PM 1 0 0 0 0 0 0 0 0 4 0 0 1 5 0 0 11
3:30 PM 1 0 0 0 0 0 0 0 0 2 0 0 1 1 0 0 5
3:45 PM 0 0 0 0 0 0 0 0 0 4 0 0 1 10 0 0 15
4:00 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 0 5
4:15 PM 1 0 1 0 0 0 0 0 0 1 1 0 0 4 0 0 8
4:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 2
4:45 PM 1 0 0 0 0 0 0 0 0 3 0 0 0 2 0 0 6
5:00 PM 0 0 0 0 0 0 0 0 0 4 0 0 0 5 0 0 9
5:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 3
5:30 PM 0 0 0 0 0 0 0 0 0 3 0 0 1 4 0 0 8
5:45 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 3 0 0 5

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 10 0 4 0 0 0 0 0 0 54 2 0 5 66 0 0 141
APPROACH %'s : 71.43% 0.00% 28.57% 0.00% 0.00% 96.43% 3.57% 0.00% 7.04% 92.96% 0.00% 0.00% PEAK HR : 2:30 PM 283 0 0 TOTAL
PEAK HR VOL : 4 0 2 0 0 0 0 0 0 19 0 0 1 22 0 0 48
PEAK HR FACTOR : 0.500 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.792 0.000 0.000 0.250 0.688 0.000 0.000 Data - HT
Watkins Ave Watkins Ave Middlefield Rd Middlefield Rd

0.313 0.646 0.781
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
26-080043-001
3/10/2026
02:30 PM - 03:30 PM

0.750 0.750 0.792 0.719
07:45 AM - 08:45 AM

0.897
44 National Data & Surveying Services
Intersection Turning Movement Count
Location: Watkins Ave & Middlefield Rd Project ID:

City: Atherton Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 1 1 1 0 0 0 3
7:15 AM 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 1 0 2 0 0 0 3
7:45 AM 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 1 0 0 0 0 0 1
8:15 AM 0 0 1 0 1 0 0 0 2
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 4 1 4 1 0 0 10
APPROACH %'s : 80.00% 20.00% 80.00% 20.00%
PEAK HR : 7:45 AM 39 -1 -1 TOTAL
PEAK HR VOL : 0 0 2 0 1 0 0 0 3
PEAK HR FACTOR : 0.500 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
2:00 PM 0 0 1 0 0 0 0 0 1
2:15 PM 0 0 1 0 0 0 0 0 1
2:30 PM 0 0 1 0 0 0 0 0 1
2:45 PM 0 0 0 2 0 0 0 0 2
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 3 0 0 0 0 0 3
4:15 PM 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 1 2 0 0 0 0 3
4:45 PM 0 0 0 0 0 1 0 0 1
5:00 PM 0 0 0 0 1 0 0 0 1
5:15 PM 0 0 1 0 0 0 0 0 1
5:30 PM 0 0 0 0 2 1 0 0 3
5:45 PM 0 0 1 0 0 0 0 0 1

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 0 9 4 3 2 0 0 18
APPROACH %'s : 69.23% 30.77% 60.00% 40.00%
PEAK HR : 2:30 PM 280 -3 -3 TOTAL
PEAK HR VOL : 0 0 1 2 0 0 0 0 3
PEAK HR FACTOR : 0.250 0.250
Data - Pedestrians (Crosswalks)
Watkins Ave Watkins Ave Middlefield Rd Middlefield Rd

0.500 0.250
07:45 AM - 08:45 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
26-080043-001
3/10/2026

0.375 0.375
02:30 PM - 03:30 PM

0.375
45 National Data & Surveying Services
Intersection Turning Movement Count
Location: Watkins Ave & Middlefield Rd
City: Atherton Project ID:

Control: 1-Way Stop(NB) Date:

NS/EW Streets:
1 0 1 0 0 0 0 0 0 1 0 0 1 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 1 0 0 0 5 0 0 6
7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 0 4
7:30 AM 0 0 0 0 0 0 0 0 0 6 0 0 0 4 0 0 10
7:45 AM 0 0 0 0 0 0 0 0 0 5 0 0 0 2 0 0 7
8:00 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 4
8:15 AM 0 0 0 0 0 0 0 0 0 6 0 0 0 6 0 0 12
8:30 AM 0 0 0 0 0 0 0 0 0 8 1 0 0 4 0 0 13
8:45 AM 0 0 1 0 0 0 0 0 0 8 0 0 0 2 0 0 11
9:00 AM 0 0 1 0 0 0 0 0 0 4 0 0 0 0 0 0 5
9:15 AM 2 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 5
9:30 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 3
9:45 AM 0 0 0 0 0 0 0 0 0 3 0 0 1 1 0 0 5

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 0 2 0 0 0 0 0 0 47 1 0 1 32 0 0 85
APPROACH %'s : 50.00% 0.00% 50.00% 0.00% 0.00% 97.92% 2.08% 0.00% 3.03% 96.97% 0.00% 0.00% PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 21 1 0 0 14 0 0 36
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.656 0.250 0.000 0.000 0.583 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 3
2:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 4
2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
2:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 3
3:00 PM 0 0 1 0 0 0 0 0 0 1 1 0 4 4 0 0 11
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4
3:30 PM 0 0 0 0 0 0 0 0 0 3 0 0 2 4 0 0 9
3:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 2 3 0 0 6
4:00 PM 0 0 1 0 0 0 0 0 0 1 0 0 0 5 0 0 7
4:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 1 3 0 0 6
4:30 PM 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 8
4:45 PM 0 0 0 0 0 0 0 0 0 2 0 0 1 3 0 0 6
5:00 PM 0 0 0 0 0 0 0 0 0 5 0 0 0 3 0 0 8
5:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 0 4
5:30 PM 0 0 1 0 0 0 0 0 0 1 0 0 0 5 0 0 7
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 3 0 0 0 0 0 0 26 1 0 10 55 0 0 95
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 0.00% 96.30% 3.70% 0.00% 15.38% 84.62% 0.00% 0.00% PEAK HR : 2:30 PM 283 0 0 TOTAL
PEAK HR VOL : 0 0 1 0 0 0 0 0 0 2 1 0 4 11 0 0 19
PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.250 0.000 0.250 0.688 0.000 0.000 Data - Bikes
Watkins Ave Watkins Ave Middlefield Rd Middlefield Rd

0.611 0.583
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
26-080043-001
3/10/2026
02:30 PM - 03:30 PM

0.432 0.250 0.375 0.469
07:45 AM - 08:45 AM

0.692
46 Prepared by National Data & Surveying Services
ID: 26-080043-002 Day:

City: Atherton Date:

AM 33 82 6 0 AM
NOON 0 0 0 0 NOON
PM 4 14 4 0 PM

AM NOON PM PM NOON AM
0 1 0 0 0 14 0 6
1 495 0 267
0 0 1 0 1 126 0 168
12 0 14 0 TEV 1336 0 1333 0 0 0 0
490 0 354 1 PHF 0.98 0.97
99 0 46 0 0 0.5 0.5 1

AM NOON PM PM NOON AM
PM 0 43 27 191 PM
NOON 0 0 0 0 NOON
AM 0 18 12 143 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 349

NORTHBOUND
Palmer Ln/Fair Oaks Ln
Cars (NOON) HT (NOON)
NONE
549 0 639
Cars (AM) 186 HT (AM)
Middlefield Rd

EASTBOUND

WESTBOUND
Middlefield Rd
318 0 543

CONTROL
2-Way Stop(NB/SB)
0 NONE
03:00 PM - 04:00 PM 55
Palmer Ln/Fair Oaks Ln & Middlefield Rd
Peak Hour Turning Movement Count
Palmer Ln/Fair Oaks Ln Tuesday
SOUTHBOUND 3/10/2026

PEAK HOURS
2:00 PM - 06:00 PM
07:45 AM - 08:45 AM 30 7:00 AM - 10:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
PMNOON
AM
AMNOON
PM

PMNOONAMAMNOONPM
0 0
0 0
0 2
10 220
0 0
0 0
0 0
0 00
4 40 4
0 12
1 0
6 1
0 0
0 00
8 0
0 0 0
0 0
000
000
0 8
3 5
17 0
2 2
0 00
2 14
483
45 126
348
13 4144
4327
183
0 0
0 0
0 0
000
000
6 259
96 163
473
12 31806
1812141
47 National Data & Surveying Services
Intersection Turning Movement Count
Location: Palmer Ln/Fair Oaks Ln & Middlefield Rd
City: Atherton Project ID:

Control: 2-Way Stop(NB/SB) Date:

NS/EW Streets:

0.5 0.5 1 0 0 1 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 1 0 18 0 3 2 3 0 0 52 4 0 56 45 2 0 186
7:15 AM 0 1 19 0 0 3 1 0 0 82 8 0 45 60 0 0 219
7:30 AM 2 1 24 0 2 8 7 0 1 112 25 0 54 65 0 0 301
7:45 AM 0 1 24 0 3 27 11 0 1 140 26 0 46 57 0 0 336
8:00 AM 5 2 36 0 2 26 9 0 1 109 28 0 48 62 2 0 330
8:15 AM 5 3 34 0 1 19 7 0 2 109 23 0 48 75 4 0 330
8:30 AM 8 6 49 0 0 10 6 0 8 132 22 0 26 73 0 0 340
8:45 AM 7 3 38 0 1 14 7 0 5 106 16 0 34 63 1 0 295
9:00 AM 5 2 35 0 2 3 0 0 3 100 16 0 37 52 0 0 255
9:15 AM 5 1 26 0 0 6 2 0 2 80 9 0 38 43 2 0 214
9:30 AM 5 1 25 0 1 7 3 0 1 70 18 0 29 62 3 0 225
9:45 AM 1 3 22 0 0 2 3 0 2 61 12 0 27 62 0 0 195

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 44 24 350 0 15 127 59 0 26 1153 207 0 488 719 14 0 3226 APPROACH %'s : 10.53% 5.74% 83.73% 0.00% 7.46% 63.18% 29.35% 0.00% 1.88% 83.19% 14.94% 0.00% 39.97% 58.89% 1.15% 0.00% PEAK HR : 7:45 AM 40 TOTAL
PEAK HR VOL : 18 12 143 0 6 82 33 0 12 490 99 0 168 267 6 0 1336 PEAK HR FACTOR : 0.563 0.500 0.730 0.000 0.500 0.759 0.750 0.000 0.375 0.875 0.884 0.000 0.875 0.890 0.375 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0 1 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 10 3 29 0 1 2 0 0 1 67 8 0 26 101 1 0 249
2:15 PM 4 0 42 0 1 2 5 0 2 71 8 0 37 80 2 0 254
2:30 PM 12 0 31 0 3 7 2 0 0 70 11 0 25 88 2 0 251
2:45 PM 7 4 34 0 0 5 3 0 0 102 14 0 33 89 4 0 295
3:00 PM 9 10 52 0 0 2 0 0 3 82 12 0 37 109 5 0 321
3:15 PM 12 7 45 0 1 3 0 0 3 97 10 1 26 132 2 0 339
3:30 PM 13 8 46 0 2 6 4 0 1 92 10 0 32 126 5 0 345
3:45 PM 9 2 48 0 1 3 0 0 7 83 14 0 31 128 2 0 328
4:00 PM 7 7 38 0 0 1 3 0 5 77 6 0 22 132 2 0 300
4:15 PM 6 11 37 0 0 3 3 0 2 92 14 0 35 133 2 0 338
4:30 PM 8 1 31 0 0 3 4 0 6 96 10 0 26 131 3 0 319
4:45 PM 5 10 44 0 0 1 3 0 3 95 10 0 30 115 4 0 320
5:00 PM 9 2 32 0 0 3 3 0 1 84 8 0 55 141 0 0 338
5:15 PM 9 1 37 0 0 0 2 0 2 77 9 0 57 121 1 0 316
5:30 PM 10 1 19 0 2 3 3 0 2 84 11 0 35 132 4 0 306
5:45 PM 12 1 33 0 0 4 5 0 2 80 11 0 41 128 3 0 320

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 142 68 598 0 11 48 40 0 40 1349 166 1 548 1886 42 0 4939 APPROACH %'s : 17.57% 8.42% 74.01% 0.00% 11.11% 48.48% 40.40% 0.00% 2.57% 86.70% 10.67% 0.06% 22.13% 76.17% 1.70% 0.00% PEAK HR : 3:00 PM 12:00 AM TOTAL
PEAK HR VOL : 43 27 191 0 4 14 4 0 14 354 46 1 126 495 14 0 1333 PEAK HR FACTOR : 0.827 0.675 0.918 0.000 0.500 0.583 0.250 0.000 0.500 0.912 0.821 0.250 0.851 0.938 0.700 0.000 03:00 PM - 04:00 PM

0.966 0.919 0.458 0.935 0.974
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
07:45 AM - 08:45 AM

0.982 0.687 0.738 0.900 0.868
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
26-080043-002
3/10/2026
Data - Total
Palmer Ln/Fair Oaks Ln Palmer Ln/Fair Oaks Ln Middlefield Rd Middlefield Rd 48 National Data & Surveying Services
Intersection Turning Movement Count
Location: Palmer Ln/Fair Oaks Ln & Middlefield Rd
City: Atherton Project ID:

Control: 2-Way Stop(NB/SB) Date:

NS/EW Streets:

0.5 0.5 1 0 0 1 0 0 0 1 0 0 1 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 3 0 0 2 1 0 0 6
7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 6 0 0 7
7:30 AM 0 0 0 0 0 0 0 0 0 6 3 0 3 3 0 0 15
7:45 AM 0 0 0 0 0 0 0 0 0 6 1 0 1 1 0 0 9
8:00 AM 0 0 0 0 0 1 0 0 0 2 0 0 1 3 0 0 7
8:15 AM 0 0 0 0 0 1 1 0 0 6 1 0 1 2 0 0 12
8:30 AM 0 0 2 0 0 0 1 0 0 3 1 0 2 2 0 0 11
8:45 AM 0 0 0 0 0 0 1 0 0 3 1 0 4 1 0 0 10
9:00 AM 0 1 3 0 0 0 0 0 0 5 0 0 2 4 0 0 15
9:15 AM 0 0 0 0 0 1 0 0 0 3 0 0 1 3 0 0 8
9:30 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2 0 6
9:45 AM 0 0 0 0 0 0 0 0 0 3 3 0 1 5 0 0 12

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 5 0 0 3 3 0 0 43 10 0 18 33 2 0 118 APPROACH %'s : 0.00% 16.67% 83.33% 0.00% 0.00% 50.00% 50.00% 0.00% 0.00% 81.13% 18.87% 0.00% 33.96% 62.26% 3.77% 0.00% PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 0 2 0 0 2 2 0 0 17 3 0 5 8 0 0 39
PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.000 0.500 0.500 0.000 0.000 0.708 0.750 0.000 0.625 0.667 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0 1 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 0 0 0 0 0 0 0 0 0 4 0 0 0 2 0 0 6
2:15 PM 0 0 1 0 0 0 1 0 0 1 0 0 3 3 0 0 9
2:30 PM 0 0 1 0 0 0 0 0 0 2 1 0 1 1 0 0 6
2:45 PM 0 0 2 0 0 0 0 0 0 2 0 0 0 3 0 0 7
3:00 PM 0 0 3 0 0 0 0 0 0 2 1 0 0 2 0 0 8
3:15 PM 0 0 0 0 0 0 0 0 1 2 0 0 0 3 0 0 6
3:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2
3:45 PM 0 0 4 0 0 0 0 0 0 2 0 0 0 6 0 0 12
4:00 PM 0 0 1 0 0 0 0 0 0 3 0 0 1 4 0 0 9
4:15 PM 0 0 0 0 0 0 0 0 0 4 0 0 0 2 0 0 6
4:30 PM 0 0 1 0 0 0 0 0 0 1 0 0 0 1 0 0 3
4:45 PM 0 0 4 0 0 0 0 0 0 2 0 0 0 1 0 0 7
5:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 1 2 0 0 5
5:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 1 1 0 0 4
5:30 PM 0 0 1 0 0 0 0 0 0 1 0 0 1 4 0 0 7
5:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 0 4

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 19 0 0 0 1 0 1 31 2 0 8 39 0 0 101
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 2.94% 91.18% 5.88% 0.00% 17.02% 82.98% 0.00% 0.00% PEAK HR : 3:00 PM 285 0 0 TOTAL
PEAK HR VOL : 0 0 8 0 0 0 0 0 1 6 1 0 0 12 0 0 28
PEAK HR FACTOR : 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.250 0.750 0.250 0.000 0.000 0.500 0.000 0.000 Data - HT
Palmer Ln/Fair Oaks Ln Palmer Ln/Fair Oaks Ln Middlefield Rd Middlefield Rd

0.250 0.500 0.714 0.813
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
26-080043-002
3/10/2026
03:00 PM - 04:00 PM

0.583 0.500 0.667 0.500
07:45 AM - 08:45 AM

0.813
49 National Data & Surveying Services
Intersection Turning Movement Count
Location: Palmer Ln/Fair Oaks Ln & Middlefield Rd Project ID:

City: Atherton Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 1 0 1 0 0 0 0 0 2
7:15 AM 1 0 0 0 0 0 0 0 1
7:30 AM 2 1 0 0 0 0 0 0 3
7:45 AM 0 1 0 0 0 0 0 0 1
8:00 AM 1 2 1 2 0 0 0 0 6
8:15 AM 3 1 1 0 0 0 2 0 7
8:30 AM 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 1 0 0 0 0 0 1
9:00 AM 0 1 0 0 0 0 0 0 1
9:15 AM 0 2 0 0 0 0 0 0 2
9:30 AM 0 1 2 0 0 0 0 2 5
9:45 AM 0 3 0 0 0 0 0 1 4

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 8 12 6 2 0 0 2 3 33
APPROACH %'s : 40.00% 60.00% 75.00% 25.00% 40.00% 60.00% PEAK HR : 7:45 AM 39 -1 -1 TOTAL
PEAK HR VOL : 4 4 2 2 0 0 2 0 14
PEAK HR FACTOR : 0.333 0.500 0.500 0.250 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
2:00 PM 0 0 0 0 0 0 0 0 0
2:15 PM 0 0 0 0 0 0 0 0 0
2:30 PM 0 2 1 0 0 0 1 0 4
2:45 PM 0 0 1 2 0 0 2 0 5
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 3 0 0 0 0 0 0 3
3:45 PM 0 1 1 0 0 0 0 0 2
4:00 PM 0 2 3 0 0 0 0 0 5
4:15 PM 0 1 0 0 0 0 0 0 1
4:30 PM 2 1 0 0 0 0 1 0 4
4:45 PM 0 0 0 2 0 0 0 0 2
5:00 PM 1 0 0 1 0 0 0 0 2
5:15 PM 1 1 1 0 0 0 0 0 3
5:30 PM 0 2 0 0 0 0 0 0 2
5:45 PM 0 1 1 0 0 0 1 0 3

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 4 14 8 5 0 0 5 0 36
APPROACH %'s : 22.22% 77.78% 61.54% 38.46% 100.00% 0.00% PEAK HR : 3:00 PM 282 -3 -3 TOTAL
PEAK HR VOL : 0 4 1 0 0 0 0 0 5
PEAK HR FACTOR : 0.333 0.250
Data - Pedestrians (Crosswalks)
Palmer Ln/Fair Oaks Ln Palmer Ln/Fair Oaks Ln Middlefield Rd Middlefield Rd

0.333 0.250
07:45 AM - 08:45 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
26-080043-002
3/10/2026

0.417 0.333 0.250
03:00 PM - 04:00 PM

0.500 0.500
50 National Data & Surveying Services
Intersection Turning Movement Count
Location: Palmer Ln/Fair Oaks Ln & Middlefield Rd
City: Atherton Project ID:

Control: 2-Way Stop(NB/SB) Date:

NS/EW Streets:

0.5 0.5 1 0 0 1 0 0 0 1 0 0 1 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 1 4 0 0 5
7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 3
7:30 AM 0 0 0 0 0 0 0 0 0 4 0 0 0 3 0 0 7
7:45 AM 0 0 1 0 1 0 0 0 0 1 0 0 0 3 0 0 6
8:00 AM 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 3
8:15 AM 0 0 0 0 0 0 0 0 1 5 0 0 1 1 0 0 8
8:30 AM 0 0 0 0 1 0 0 0 0 7 0 0 0 5 0 0 13
8:45 AM 0 0 0 0 0 0 0 0 0 6 0 0 0 3 0 0 9
9:00 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2
9:15 AM 1 0 0 0 0 1 0 0 0 1 0 0 0 3 0 0 6
9:30 AM 0 0 0 0 0 1 0 0 0 3 0 0 0 0 0 0 4
9:45 AM 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 2

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 1 0 1 0 4 2 0 0 1 32 0 0 2 24 1 0 68
APPROACH %'s : 50.00% 0.00% 50.00% 0.00% 66.67% 33.33% 0.00% 0.00% 3.03% 96.97% 0.00% 0.00% 7.41% 88.89% 3.70% 0.00% PEAK HR : 7:45 AM 40 0 0 TOTAL
PEAK HR VOL : 0 0 1 0 3 0 0 0 1 14 0 0 1 9 1 0 30
PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.750 0.000 0.000 0.000 0.250 0.500 0.000 0.000 0.250 0.450 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU

0.5 0.5 1 0 0 1 0 0 0 1 0 0 1 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 3
2:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 3
2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2
2:45 PM 0 1 0 0 0 0 0 0 0 2 0 0 0 3 0 0 6
3:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 4
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3
3:30 PM 0 0 0 0 0 0 0 0 1 3 0 0 0 3 2 0 9
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2
4:15 PM 0 0 1 0 0 0 0 0 0 1 0 0 0 3 0 0 5
4:30 PM 0 0 0 0 0 0 0 0 0 4 0 0 0 3 0 0 7
4:45 PM 0 0 0 0 0 1 0 0 0 1 0 0 1 1 0 0 4
5:00 PM 0 0 0 0 0 1 1 0 0 5 0 0 0 2 0 0 9
5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 6 1 0 8
5:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 4 0 0 5
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 3 0 0 4

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 1 0 0 2 1 0 1 22 1 0 4 39 3 0 75
APPROACH %'s : 0.00% 50.00% 50.00% 0.00% 0.00% 66.67% 33.33% 0.00% 4.17% 91.67% 4.17% 0.00% 8.70% 84.78% 6.52% 0.00% PEAK HR : 3:00 PM 285 0 0 TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 1 5 0 0 1 8 2 0 17
PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.417 0.000 0.000 0.250 0.667 0.250 0.000 Data - Bikes
Palmer Ln/Fair Oaks Ln Palmer Ln/Fair Oaks Ln Middlefield Rd Middlefield Rd

0.250 0.750 0.536 0.550
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
26-080043-002
3/10/2026
03:00 PM - 04:00 PM

0.472 0.375 0.550
07:45 AM - 08:45 AM

0.577
51 Collision Data
Middlefield Road and Watkins Avenue
Types of Collision 2022 2025 Total
Broadside 0 1 1
Side swipe 1 0 1
Total 1 1 2
Collision Severity 2022 2025 Total
Minor Injuries 1 0 1
No Injuries 0 1 1
Total 1 1 2
Middlefield Road and Fair Oaks Lane/Palmer Lane
Types of Collision 2022 2023 2024 2025 Total
Broadside 2 1 2 0 5
Head-on 0 0 0 1 1
Hit object 1 0 0 0 1
Rear end 0 1 0 0 1
Total 3 2 2 1 8
Collision Severity 2022 2023 2024 2025 Total
Minor Injuries 1 1 2 0 4
No Injuries 2 1 0 1 4
Total 3 2 2 1 8
52 Appendix B: California MUTCD 2026 Edition Guidelines for Warrant Analysis
53 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
CHAPTER 4C. TRAFFIC CONTROL SIGNAL NEEDS STUDIES
Section 4C.01 Studies and Factors for Justifying Traffic Control Signals Standard:
01 Except for a temporary traffic control signal (see Section 4D.11) installed in a temporary traffic control zone, before a traffic control signal is installed at a particular location, an engineering study of traffic conditions, pedestrian characteristics, and physical characteristics of the location shall be performed to determine whether installation of a traffic control signal is justified at that location. 01a On State highways, the engineering study to evaluate proposed traffic control and design geometrics for intersections and other access improvements shall use Intersection Safety and Operational Assessment Process (ISOAP) and Information Guide. Intersection geometry and traffic control shall be determined through a performance-based analysis that considers all users and supports the principles of the Safe System Approach.

Option:
01b On local streets and highways, the engineering study to evaluate proposed traffic control and design geometrics for intersections and other access improvements may use Intersection Safety and Operational Assessment Process (ISOAP) and Information Guide.

Intersection geometry and traffic control may be determined through a performance-based analysis that considers all users and supports the principles of the Safe System Approach.

Support:
01c Refer to Caltrans’ website (https://dot.ca.gov/programs/traffic-operations/isoap) for more information on the ISOAP memo, guide, forms, related NCHRP publications, and other references and resources for the evaluation of proposed traffic control and design geometrics for intersections and other access improvements.

Standard:
02 The investigation of the need for a traffic control signal shall include an analysis of factors related to the existing operation and safety at the study location and the potential to improve these conditions, and the applicable factors contained in the following traffic signal warrants:

Warrant 1, Eight-Hour Vehicular Volume
Warrant 2, Four-Hour Vehicular Volume
Warrant 3, Peak Hour
Warrant 4, Pedestrian Volume
Warrant 5, School Crossing
Warrant 6, Coordinated Signal System
Warrant 7, Crash Experience
Warrant 8, Roadway Network
Warrant 9, Intersection Near a Grade Crossing
03 The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Support:
04 Sections 8D.08 and 8D.14 contain information regarding the use of traffic control signals instead of gates and/or flashing-light signals at grade crossings.

Guidance:
05 When considering the installation of a traffic control signal, alternatives to traffic control signals, including those listed in Section 4B.03, should also be considered.
06 A traffic control signal should not be installed unless one or more of the factors described in this Chapter are met. 07 A traffic control signal should not be installed unless an engineering study indicates that installing a traffic control signal will improve the overall safety and/or operation of the intersection. 08 The study should consider the effects of the right-turning vehicles from the minor-street approaches. Engineering judgment should be used to determine what, if any, portion of the right-turning traffic is subtracted from the minorstreet traffic count when evaluating the count against the signal warrants listed in Paragraph 2 of this Section. 09 Engineering judgment should also be used in applying various traffic signal warrants to cases where major-street approaches consist of one lane plus one left-turn or right-turn lane. The site-specific traffic characteristics should dictate whether a major-street approach is considered as one lane or two lanes. For example, for a major-street approach with one lane for through and right-turning traffic plus a left-turn lane, if engineering judgment indicates that California MUTCD 2026 Edition
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it should be considered a one-lane approach because the traffic using the left-turn lane is minor, the total traffic volume approaching the intersection should be applied against the signal warrants as a one-lane approach. The major-street approach should be considered two lanes if approximately half of the traffic on the approach turns left and the left-turn lane is of sufficient length to accommodate all left-turning vehicles. 10 Similar engineering judgment and rationale should be applied to a minor-street approach with one through/leftturn lane plus a right-turn lane. In this case, the degree of conflict of minor-street right-turning traffic with traffic on the major street should be considered. Thus, right-turning traffic should not be included in the minor-street volume if the movement enters the major street with minimal conflict. The minor-street approach should be evaluated as a one-lane approach with only the traffic volume in the through/left-turn lane considered.
11 If a minor-street approach has one combined through/right-turn lane plus a left-turn lane, the approach should either be analyzed as a two-lane approach based on the sum of the traffic volumes using both lanes or as a one-lane approach based on only the traffic volume in the approach lane with the higher volume. 12 At a location that is under development or construction or at a location where it is not possible to obtain a traffic count that would represent future traffic conditions, hourly volumes should be estimated as part of an engineering study for comparison with traffic signal warrants. Except for locations where the engineering study uses the satisfaction of Warrant 8 to justify a signal, a traffic control signal installed under projected conditions should have an engineering study done within 1 year of putting the signal into steady (stop-and-go) operation to determine if the signal is justified. If not justified, the signal should be taken out of steady (stop-and-go) operation or removed.

Option:
13 For signal warrant analysis, a location with a wide median may be analyzed as one intersection or as two intersections (see Section 2A.23) based on engineering judgment. Refer to CVC § 21361(a) for designation as a single intersection, for locations on the state highway system. 14 At an intersection with a high volume of left-turning traffic from the major street, the signal warrant analysis may be performed in a manner that considers the higher of the major-street left-turn volumes as the “minor-street” volume and the corresponding single direction of opposing traffic on the major street as the “major-street” volume of the major-street left-turn volumes plus the higher volume minor-street approach as the “minor street” volume and both approaches of the major street minus the higher of the major-street left-turn volume as “major street” volume. 15 For signal warrants requiring conditions to be present for a certain number of hours in order to be satisfied, any four consecutive 15-minute periods may be considered as 1 hour if the separate 1-hour periods used in the warrant analysis do not overlap each other and both the major-street volume and the minor-street volume are for the same specific 1-hour periods.
16 For signal warrant analysis, bicyclists may be counted as either vehicles or pedestrians.

Support:
17 When performing a signal warrant analysis, bicyclists riding in the street with other vehicular traffic are usually counted as vehicles and bicyclists who are clearly using pedestrian facilities are usually counted as pedestrians.

Option:
18 Engineering study data may include the following:

A. The number of vehicles entering the intersection in each hour from each approach during 12 hours of an average day. It is desirable that the hours selected contain the greatest percentage of the 24-hour traffic volume.

B. Vehicular volumes for each traffic movement from each approach, classified by vehicle type (heavy trucks, passenger cars and light trucks, public-transit vehicles, and, in some locations, bicycles), during each 15-minute period of the 2 hours in the morning and 2 hours in the afternoon during which the total traffic entering the intersection is the greatest.

C. Pedestrian volume counts on each crosswalk during the same periods as the vehicular counts in Item B and during the hours of highest pedestrian volume. Where young, elderly, and/or persons with physical or vision disabilities need special consideration, the pedestrians and their crossing times may be classified by general observation.

D. Information about nearby facilities and activity centers that serve the young, elderly, and/or persons with disabilities, including requests from persons with disabilities for accessible crossing improvements at the location under study. These persons might not be adequately reflected in the pedestrian volume count if the absence of a signal restrains their mobility.

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55 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
E. The posted or statutory speed limit or the 85th-percentile speed on the uncontrolled approaches to the location.

F. A condition diagram showing details of the physical layout, including such features as intersection geometrics, channelization, grades, sight-distance restrictions, transit stops and routes, parking conditions, pavement markings, roadway lighting, driveways, nearby railroad crossings, distance to the nearest traffic control signals, utility poles and fixtures, and adjacent land use.

G. A collision diagram showing crash experience by type, location, direction of movement, severity, weather, time of day, date, and day of week for at least 1 year.
19 The following data, which are desirable for a more precise understanding of the operation of the intersection, may be obtained during the periods described in Item B of Paragraph 18 of this Section:

A. Vehicle-hours of stopped-time delay determined separately for each approach.

B. The number and distribution of acceptable gaps in vehicular traffic on the major street for entrance from the minor street.

C. The posted or statutory speed limit or the 85th-percentile speed on controlled approaches at a point near to the intersection but unaffected by the control.

D. Pedestrian delay time for at least two 30-minute peak pedestrian delay periods of an average weekday or like periods of a Saturday or Sunday.

E. Queue length on stop-controlled approaches.

Standard:
19a Delay, congestion, approach conditions, driver confusion, future land use or other evidence of the need for right of way assignment beyond that which could be provided by stop sign shall be documented.

Support:
19b Figure 4C–101(CA) and Figure 4C-103(CA) are examples of warrant sheets.

Guidance:
19c Figure 4C-103(CA) should be used only for new intersections or other locations where it is not reasonable to count actual traffic volumes.

Support:
20 The safe and efficient movement of all road users is the primary consideration in the engineering study to determine whether to install a traffic control signal or to install some other type of control or roadway configuration. Installation of a traffic control signal does not necessarily result in improved safety in every case. In some cases, the installation of a traffic control signal at an inappropriate location could adversely impact safety for one or more types of road users. The purpose of the engineering study is to evaluate all of the factors that are relevant to a specific location. The satisfaction of a warrant (or warrants) is one of the relevant factors in the engineering study, but it is not intended to be the only factor or even the overriding consideration. Agencies can install a traffic control signal at a location where no warrants are met, but only after conducting an engineering study that documents the rationale for deciding that the installation of a traffic control signal is the best solution for improving the overall safety and/or operation at the location.

Section 4C.02 Warrant 1, Eight-Hour Vehicular Volume
Support:
01 The Minimum Vehicular Volume, Condition A (see Table 4C-1), is intended for application at locations where a large volume of intersecting traffic is the principal reason to consider installing a traffic control signal. 02 The Interruption of Continuous Traffic, Condition B (see Table 4C-1), is intended for application at locations where Condition A is not satisfied and where the traffic volume on a major street is so heavy that traffic on a minor intersecting street suffers excessive delay or conflict in entering or crossing the major street. 03 It is intended that Warrant 1 be treated as a single warrant. If Condition A is satisfied, then Warrant 1 is satisfied and analyses of Condition B and the combination of Conditions A and B are not needed. Similarly, if Condition B is satisfied, then Warrant 1 is satisfied and an analysis of the combination of Conditions A and B is not needed.

Guidance:
04 The need for a traffic control signal should be considered if an engineering study finds that one of the following conditions exist for each of any 8 hours of an average day:

A. The vehicles per hour given in both of the 100 percent columns of Condition A in Table 4C-1 exist on the major street and the more critical minor-street approach, respectively, to the intersection; or B. The vehicles per hour given in both of the 100 percent columns of Condition B in Table 4C-1 exist on the major California MUTCD 2026 Edition
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56 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
street and the more critical minor-street approach, respectively, to the intersection.

Standard:
05 These major-street and minor-street volumes shall be for the same 8 hours for each condition; however, the 8 hours that are selected for the Condition A analysis shall not be required to be the same 8 hours that are selected for the Condition B analysis.

Support:
06 On the minor street, the more critical volume is not required to be on the same approach during each of these 8 hours. The more critical minor-street volume is the one that meets the warranting criteria for that approach, and in the case of a one-lane minor-street approach that is opposite from a multi-lane minor-street approach might not have the higher volume.

Option:
07 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 70 percent columns in Table 4C-1 may be used in place of the 100 percent columns.

Guidance:
08 The combination of Conditions A and B is intended for application at locations where Condition A is not satisfied and Condition B is not satisfied and should be applied only after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems. 09 The need for a traffic control signal should be considered if an engineering study finds that both of the following conditions exist for each of any 8 hours of an average day:

A. The vehicles per hour given in both of the 80 percent columns of Condition A in Table 4C-1 exist on the major street and the more critical minor-street approach, respectively, to the intersection; and B. The vehicles per hour given in both of the 80 percent columns of Condition B in Table 4C-1 exist on the major street and the more critical minor-street approach, respectively, to the intersection.

Standard:
10 These major-street and minor-street volumes shall be for the same 8 hours for each condition; however, the 8 hours satisfied in Condition A shall not be required to be the same 8 hours satisfied in Condition B.

Support:
11 On the minor street, the more critical volume is not required to be on the same approach during each of the 8 hours.

The more critical minor-street volume is the one that meets the warranting criteria for that approach, and in the case of a one-lane minor-street approach that is opposite from a multi-lane minor-street approach might not have the higher volume.

Option:
12 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, the traffic volumes in the 56 percent columns in Table 4C-1 may be used in place of the 80 percent columns.

Section 4C.03 Warrant 2, Four-Hour Vehicular Volume
Support:
01 The Four-Hour Vehicular Volume signal warrant conditions are intended to be applied where the volume of intersecting traffic is the principal reason to consider installing a traffic control signal.

Guidance:
02 The need for a traffic control signal should be considered if an engineering study finds that, for each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the more critical minor-street approach (one direction only) all fall above the applicable curve in Figure 4C-1 for the existing combination of approach lanes.

Support:
03 On the minor street, the more critical volume is not required to be on the same approach during each of these 4 hours. The more critical minor-street volume is the one that meets the warranting criteria for that approach, and in the case of a one-lane minor-street approach that is opposite from a multi-lane minor-street approach might not have the higher volume.

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57 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
Option:
04 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-2 may be used in place of Figure 4C-1.

Section 4C.04 Warrant 3, Peak Hour
Support:
01 The Peak Hour signal warrant is intended for use at a location where traffic conditions are such that for a minimum of 1 hour of an average day, the minor-street traffic suffers undue delay when entering or crossing the major street.

Guidance:
02 This signal warrant should be applied only in unusual cases, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time.
03 The need for a traffic control signal should be considered if an engineering study finds that the criteria in either of the following two categories are met:

A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute periods) of an average day:

1. The total stopped-time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach, and

2. The volume on the same minor-street approach (one direction only) equals or exceeds 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes, and

3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for intersections with three approaches or 800 vehicles per hour for intersections with four or more approaches.

B. The plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the more critical minor-street approach (one direction only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4C-3 for the existing combination of approach lanes.

Option:
04 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-4 may be used in place of Figure 4C-3 to evaluate the criteria in Item B of Paragraph 3 in this Section. 05 If this warrant is the only warrant met and a traffic control signal is justified by an engineering study, the traffic control signal may be operated in the flashing mode during the hours that the volume criteria of this warrant are not met.

Guidance:
06 If this warrant is the only warrant met and a traffic control signal is justified by an engineering study, the traffic control signal should be traffic-actuated.

Section 4C.05 Warrant 4, Pedestrian Volume
Support:
01 The Pedestrian Volume signal warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street.

Guidance:
02 The need for a traffic control signal at an intersection or midblock crossing should be considered if an engineering study finds that one of the following criteria is met:

A. For each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) all fall above the curve in Figure 4C-5; or B. For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) falls above the curve in Figure 4C-6.

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58 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
Option:
03 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 35 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000, Figure 4C-7 may be used in place of Figure 4C-5 to evaluate Item A in Paragraph 2 of this Section, and Figure 4C-8 may be used in place of Figure 4C-6 to evaluate Item B in Paragraph 2 of this Section. 04 Where there is a divided street having a median of sufficient width for pedestrians to wait, the criteria in Items A and B of Paragraph 2 of this Section may be applied separately to each direction of vehicular traffic.

Guidance:
05 The Pedestrian Volume signal warrant should not be applied at locations where the distance to the nearest traffic control signal or STOP sign controlling the street that pedestrians desire to cross is less than 300 feet, unless the proposed traffic control signal will not restrict the progressive movement of traffic.

Standard:
06 If this warrant is met and a traffic control signal is justified by an engineering study, the traffic control signal shall be equipped with pedestrian signal heads complying with the provisions set forth in Chapter 4I.

Guidance:
07 If this warrant is met and a traffic control signal is justified by an engineering study, then:

A. If it is installed at an intersection or major driveway location, the traffic control signal should also control the minor-street or driveway traffic, should be traffic-actuated, and should include pedestrian detection.

B. If it is installed at a non-intersection crossing, the traffic control signal should be installed at least 100 feet from side streets or driveways that are controlled by STOP or YIELD signs, and should be pedestrian-actuated. If the traffic control signal is installed at a non-intersection crossing, at least one of the signal faces should be over the traveled way for each approach, parking and other sight obstructions should be prohibited for at least 100 feet in advance of and at least 20 feet beyond the crosswalk or site accommodations should be made through curb extensions or other techniques to provide adequate sight distance, and the installation should include suitable standard signs and pavement markings.

C. Furthermore, if it is installed within a signal system, the traffic control signal should be coordinated.

Option:
08 The criterion for the pedestrian volume crossing the major street may be reduced as much as 50 percent if the 15thpercentile crossing speed of pedestrians is less than 3.5 feet per second (see Figures 4C-5 through 4C-8). 09 A traffic control signal may not be needed at the study location if adjacent coordinated traffic control signals consistently provide gaps of adequate length for pedestrians to cross the street.

Section 4C.06 Warrant 5, School Crossing
Support:
01 The School Crossing signal warrant is intended for application where the fact that schoolchildren cross the major street is the principal reason to consider installing a traffic control signal. For the purposes of this warrant, the word “schoolchildren” includes elementary through high school students.

Guidance:
02 The need for a traffic control signal should be considered when an engineering study of the frequency and adequacy of gaps in the vehicular traffic stream as related to the number and size of groups of schoolchildren at an established school crossing across the major street shows that the number of adequate gaps in the traffic stream during the period when the schoolchildren are using the crossing is less than the number of minutes in the same period and there are a minimum of 20 schoolchildren during the highest crossing hour. 03 Before a decision is made to install a traffic control signal, consideration should be given to the implementation of other remedial measures, such as warning signs and flashers, school speed zones, school crossing guards, or a gradeseparated crossing. 04 The School Crossing signal warrant should not be applied at locations where the distance to the nearest traffic control signal along the major street is less than 300 feet, unless the proposed traffic control signal will not restrict the progressive movement of traffic.

Standard:
05 If this warrant is met and a traffic control signal is justified by an engineering study, the traffic control signal shall be equipped with pedestrian signal heads complying with the provisions set forth in Chapter 4I.

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Guidance:
06 If this warrant is met and a traffic control signal is justified by an engineering study, then:

C. Furthermore, if it is installed within a signal system, the traffic control signal should be coordinated.

Standard:
07 Criterion for school crossing traffic signals shall be as follows:

A. The signal shall be designed for full-time operation.

B. Pedestrian signal faces shall be installed at all marked crosswalks at signalized intersections along the “Suggested Route to School.”
C. If an intersection is signalized under this guideline for school pedestrians, the entire intersection shall be signalized.

Guidance:

D. School area traffic signals should be traffic actuated type with push buttons or other detectors for pedestrians.

Option:
08 Non-intersection school pedestrian crosswalk locations may be signalized when justified.

Section 4C.07 Warrant 6, Coordinated Signal System
Support:
01 Progressive movement in a coordinated signal system sometimes necessitates installing traffic control signals at intersections where they would not otherwise be needed in order to maintain proper platooning of vehicles.

Guidance:
02 The need for a traffic control signal should be considered if an engineering study finds that one of the following criteria is met:

A. 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.

B. 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. 03 The Coordinated Signal System signal warrant should not be applied where the resultant spacing of traffic control signals would be less than 1,000 feet.

Section 4C.08 Warrant 7, Crash Experience
Support:
01 The Crash Experience signal warrant conditions are intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signal.

Guidance:
02 The need for a traffic control signal should be considered if an engineering study finds that all of the following criteria are met:

A. Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce the crash frequency; and
B. At least one of the following conditions applies to the reported crash history (where each reported crash considered is related to the intersection and apparently exceeds the applicable requirements for a reportable crash):

1. The number of reported angle crashes and pedestrian crashes within a 1-year period equals or exceeds the California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

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60 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
threshold number in Table 4C-2 for total angle crashes and pedestrian crashes (all severities); or

2. The number of reported fatal-and-injury angle crashes and pedestrian crashes within a 1-year period equals or exceeds the threshold number in Table 4C-2 for total fatal-and-injury angle crashes and pedestrian crashes; or

3. The number of reported angle crashes and pedestrian crashes within a 3-year period equals or exceeds the threshold number in Table 4C-3 for total angle crashes and pedestrian crashes (all severities); or

4. The number of reported fatal-and-injury angle crashes and pedestrian crashes within a 3-year period equals or exceeds the threshold number in Table 4C-3 for total fatal-and-injury angle crashes and pedestrian crashes; and
C. For each of any 8 hours of an average day, the vehicles per hour (vph) given in both of the 80 percent columns of Condition A in Table 4C-1 (see Section 4C.02), or the vph in both of the 80 percent columns of Condition B in Table 4C-1 exists on the major street and the more critical minor-street approach, respectively, to the intersection, or the volume of pedestrian traffic is not less than 80 percent of the requirements specified in the Pedestrian Volume warrant (see Section 4C.05).

Standard:
03 These major-street and minor-street volumes shall be for the same 8 hours.

Support:
04 On the minor street, the more critical volume is not required to be on the same approach during each of these 8 hours. The more critical minor-street volume is the one that meets the warranting criteria for that approach, and in the case of a one-lane minor-street approach that is opposite from a multi-lane minor-street approach might not have the higher volume.

Option:
05 If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the intersection lies within the built-up area of an isolated community having a population of less than 10,000:

A. The traffic volumes in the 56 percent columns in Table 4C-1 may be used in place of the 80 percent columns.

B. Tables 4C-4 and 4C-5 may be used in place of Tables 4C-2 and 4C-3, respectively. Option:
06 Agencies may calibrate Highway Safety Manual (HSM) (AASHTO, 2010) safety performance functions (SPFs) to their own crash data or develop their own SPFs to produce agency specific average crash frequency values. When documented as part of the engineering study, these agency specific crash frequency values may be used instead of the values shown in Tables 4C-2 through 4C-5 when applying the Crash Experience signal warrant.

Support:
07 The values in Tables 4C-2 through 4C-5 for Minimum Number of Reported Crashes that correspond to the Crash Experience signal warrant were derived using the safety performance functions (SPFs) in the Highway Safety Manual (HSM) (AASHTO, 2010) for stop-controlled and signalized intersections with characteristics that are considered typical. The values in Tables 4C-2 through 4C-5 are representative of average crash frequency for the given intersection condition. The values correspond to the threshold at which the signalized intersection safety performance outperforms the stop-controlled intersection, for otherwise identical conditions and equivalent traffic.

Section 4C.09 Warrant 8, Roadway Network
Support:
01 Installing a traffic control signal at some intersections might be justified to encourage concentration and organization of traffic flow on a roadway network.

Guidance:
02 The need for a traffic control signal should be considered if an engineering study finds that the common intersection of two or more major routes meets one or both of the following criteria:

A. The intersection has a total existing, or immediately projected, entering volume of at least 1,000 vehicles per hour during the peak hour of a typical weekday and has 5-year projected traffic volumes, based on an engineering study, that meet one or more of Warrants 1, 2, and 3 during an average weekday; or B. The intersection has a total existing or immediately projected entering volume of at least 1,000 vehicles per hour for each of any 5 hours of a non-normal business day (Saturday or Sunday). 03 A major route as used in this signal warrant should have at least one of the following characteristics:

A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow; California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

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61 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
B. It includes rural or suburban highways outside, entering, or traversing a city; or C. It appears as a major route on an official plan, such as a major street plan in an urban area traffic and transportation study.

Section 4C.10 Warrant 9, Intersection Near a Grade Crossing Support:
01 The Intersection Near a Grade Crossing signal warrant is intended for use at a location where none of the conditions described in the other eight traffic signal warrants are met, but the proximity of a grade crossing on an approach controlled by a STOP or YIELD sign at a highway-highway intersection is the principal reason to consider installing a traffic control signal.

Guidance:
02 This signal warrant should be applied only after adequate consideration has been given to other alternatives or after a trial of an alternative has failed to alleviate the safety concerns associated with the grade crossing. Among the alternatives that should be considered or tried are:

A. Providing additional pavement that would enable vehicles to clear the track or that would provide space for an evasive maneuver, or
B. Reassigning the stop controls at the highway-highway intersection to make the approach across the track a nonstopping approach. 03 The need for a traffic control signal should be considered if an engineering study finds that both of the following criteria are met:

A. A grade crossing exists on an approach controlled by a STOP or YIELD sign at a highway-highway intersection and the center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach; and
B. During the highest traffic volume hour during which rail traffic uses the crossing, the plotted point representing the vehicles per hour on the major street (total of both approaches) of the highway- highway intersection and the corresponding vehicles per hour on the minor-street approach that crosses the track (one direction only, approaching the intersection) falls above the applicable curve in Figure 4C-9 or 4C-10 for the existing combination of approach lanes over the track and the distance D, which is the clear storage distance as defined in Section 1C.02.
04 The following considerations apply when plotting the traffic volume data on Figure 4C-9 or 4C-10:

A. Figure 4C-9 should be used if there is only one lane approaching the highway-highway intersection at the track crossing location and Figure 4C-10 should be used if there are two or more lanes approaching the highwayhighway intersection at the track crossing location.

B. After determining the actual distance D, the curve for the distance D that is nearest to the actual distance D should be used. For example, if the actual distance D is 95 feet, the plotted point should be compared to the curve for D=90 feet.

C. If the rail traffic arrival times are unknown, the highest traffic volume hour of the day should be used.

Option:
05 The traffic volume on the minor-street approach to the highway-highway intersection may be multiplied by up to three adjustment factors as provided in Paragraphs 6 through 8 of this Section. 06 Because the curves are based on an average of four occurrences of rail traffic per day, the vehicles per hour on the minor-street approach may be multiplied by the adjustment factor shown in Table 4C-6 for the appropriate number of occurrences of rail traffic per day.
07 Because the curves are based on typical vehicle occupancy, if at least 2% of the vehicles crossing the track are buses carrying at least 20 people, the vehicles per hour on the minor-street approach may be multiplied by the adjustment factor shown in Table 4C-7 for the appropriate percentage of high-occupancy buses. 08 Because the curves are based on tractor-trailer trucks comprising 10% of the vehicles crossing the track, the vehicles per hour on the minor-street approach may be multiplied by the adjustment factor shown in Table 4C-8 for the appropriate distance and percentage of tractor-trailer trucks.

California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

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62 Chapter 4C – Traffic Control Signal Needs Studies January 18, 2026 Part 4 Highway Traffic Signals
Standard:
09 If this warrant is met and a traffic control signal at the highway-highway intersection is justified by an engineering study, then:

A. The traffic control signal shall have actuation on the minor street, B. Preemption control shall be provided in accordance with Sections 4F.19 and 8D.09, and C. The grade crossing shall have flashing-light signals (see Section 8D.02).

Guidance:
10 If this warrant is met and a traffic control signal at the highway-highway intersection is justified by an engineering study, the grade crossing should have automatic gates (see Section 8D.03).

California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

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63 2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE MAJOR-STREET LANES
& 1 MINOR-STREET LANE
1 MAJOR-STREET LANE &
2 OR MORE MINOR-STREET LANES
1 LANE & 1 LANE
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
100
200
300
400
500
MINOR
STREET
MORE

CRITICAL

APPROACH -
VPH
115*
80*
MAJOR STREET—TOTAL OF BOTH APPROACHES—

VEHICLES 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-1. Warrant 2, Four-Hour Vehicular Volume
Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1057 ends

64 Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR
STREET
MORE

CRITICAL

APPROACH -
VPH
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 200 300 400 500 600 700 800 900 1000
100
200
300
400
60*
80*
2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE MAJOR-STREET LANES
& 1 MINOR-STREET LANE
1 MAJOR-STREET LANE &
2 OR MORE MINOR-STREET LANES
1 LANE & 1 LANE
Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1058 ends

65 Figure 4C-3. Warrant 3, Peak Hour
150*
100 100*
200
300
400
500
MINOR
STREET
MORE

CRITICAL

APPROACH -
VPH
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET—TOTAL OF BOTH APPROACHES—

VEHICLES 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 2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE MAJOR-STREET LANES
& 1 MINOR-STREET LANE
1 MAJOR-STREET LANE &
2 OR MORE MINOR-STREET LANES
1 LANE & 1 LANE
Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

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66 Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MAJOR STREET—TOTAL OF BOTH APPROACHES—

VEHICLES PER HOUR (VPH)
300 400 500 600 700 800 900 1000
MINOR
STREET
MORE

CRITICAL

APPROACH -
VPH
100
200
300
400
75*
100*
1100 1200 1300
2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE MAJOR-STREET LANES
& 1 MINOR-STREET LANE
1 MAJOR-STREET LANE &
2 OR MORE MINOR-STREET LANES
1 LANE & 1 LANE
*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 Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1060 ends

67 Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
100
200
300
400
500

TOTAL OF ALL

PEDESTRIANS

CROSSING
MAJOR STREETPEDESTRIANS

PER HOUR (PPH)
15th-percentile
crossing speed is
less than 3.5 feet
per second.
107*
53**
MAJOR STREET—TOTAL OF BOTH APPROACHES—

VEHICLES PER HOUR (VPH)
* 107 pph applies as the lower threshold volume
** 53 pph applies as the lower threshold volume if
the 15th-percentile crossing speed is less than

3.5 feet per second
Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1061 ends

68 Figure 4C-6. Warrant 4, Pedestrian Peak Hour
300 1800
100
200
300
400
500
600
700

TOTAL OF ALL

PEDESTRIANS

CROSSING
MAJOR STREETPEDESTRIANS

PER HOUR (PPH)
133*
MAJOR STREET—TOTAL OF BOTH APPROACHES—

VEHICLES PER HOUR (VPH)
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 15th-percentile
crossing speed is
less than 3.5 feet
per second.
66**
* 133 pph applies as the lower threshold volume
** 66 pph applies as the lower threshold volume if
the 15th-percentile crossing speed is less than

Page 1062 ends

69 200 1000
100
200
300
400

TOTAL OF ALL

PEDESTRIANS

CROSSING
MAJOR STREETPEDESTRIANS

PER HOUR (PPH)
75*
MAJOR STREET—TOTAL OF BOTH APPROACHES—

VEHICLES PER HOUR (VPH)
300 400 500 600 700 800 900
Figure 4C-7. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) 15th-percentile
crossing speed is
less than 3.5 feet
per second.
37**
* 75 pph applies as the lower threshold volume
** 37 pph applies as the lower threshold volume if
the 15th-percentile crossing speed is less than

3.5 feet per second
*** Refer to FHWA’s List of Known Errors for error
in the parenthesis below the figure title. Refer
to Section 1A.04 for more details.
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40*** MPH ON MAJOR STREET) Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1063 ends

70 100
200
300
400
500

TOTAL OF ALL

PEDESTRIANS

CROSSING
MAJOR STREETPEDESTRIANS

PER HOUR (PPH)
93*
MAJOR STREET—TOTAL OF BOTH APPROACHES—

VEHICLES PER HOUR (VPH)
200 300 400 500 600 700 800 900 1000 1100 1200
Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% Factor) 15th-percentile
crossing speed is
less than 3.5 feet
per second.
46**
* 93 pph applies as the lower threshold volume
** 46 pph applies as the lower threshold volume if
the 15th-percentile crossing speed is less than

3.5 feet per second
*** Refer to FHWA’s List of Known Errors for error
in the parenthesis below the figure title. Refer to
Section 1A.04 for more details.
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40*** MPH ON MAJOR STREET) Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1064 ends

71 Figure 4C-9. Warrant 9, Intersection Near a Grade Crossing (One Approach Lane at the Track Crossing)

MINOR STREET,

CROSSING

APPROACH -

EQUIVALENT
VPH**
50 100
150
200
250
300
350
0 100 200 300 400 500 600 700 800
MAJOR STREET—TOTAL OF BOTH APPROACHES—VEHICLES PER HOUR (VPH) D = 130 ft
D = 110 ft
D = 90 ft
D = 70 ft
D = 50 ft
D = 30 ft
25*
Major
Street
Minor Street
D
6 ft
* 25 vph applies as the lower threshold volume
** VPH after applying the adjustment factors in Tables 4C-6, 4C-7, and/or 4C-8, if appropriate Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1065 ends

72 Figure 4C-10. Warrant 9, Intersection Near a Grade Crossing (Two or More Approach Lanes at the Track Crossing)

MINOR STREET,

CROSSING

APPROACH -

EQUIVALENT
VPH**
50 100
150
200
250
300
350
0 100 200 300 400 500 600 700 800
25*
MAJOR STREET—TOTAL OF BOTH APPROACHES—VEHICLES PER HOUR (VPH) D = 130 ft
D = 1 10 ft
D = 90 ft
D = 70 ft
D = 50 ft
D = 30 ft
Minor Street
D
6 ft
Major Street
* 25 vph applies as the lower threshold volume
** VPH after applying the adjustment factors in Tables 4C-6, 4C-7, and/or 4C-8, if appropriate Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1066 ends

73 Figure 4C-101(CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)

REQUIREMENT FULFILLED

TWO CONDITIONS
SATISFIED 80%
A. MINIMUM VEHICULAR VOLUME
AND,
B. INTERRUPTION OF CONTINUOUS TRAFFIC

CONDITION
Yes No
Combination of Conditions A & B SATISFIED NO YES
WARRANT 1 - Eight Hour Vehicular Volume

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)

U R U R

APPROACH
LANES
Both Approaches
Major Street
Highest Approach
Minor Street
1 2 or More
750
(600)
525
(420)
900
(720)
630
(504)
75 (60)
53 (42)
100
(80)
70 (56)
Hour
Condition B - Interruption of Continuous Traffic

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)

U R U R

APPROACH
LANES
Both Approaches
Major Street
Highest Approach
Minor Street
1 2 or More
500
(400)
350
(280)
600
(480)
420
(336)
150
(120)
105
(84)
200
(160)
140
(112)
Hour
Condition A - Minimum Vehicle Volume 100% SATISFIED NO YES 80% SATISFIED NO YES
100% SATISFIED NO YES
80% SATISFIED NO YES

DIST CO RTE PM

CALC DATE

CHK DATE
Major St:

Minor St:

Critical Approach Speed
Critical Approach Speed
mph
mph
Speed limit or critical speed on major street traffic > 40 mph.........................

In built up area of isolated community of < 10,000 population....................... or RURAL (R)

URBAN (U)
CALC

COUNT DATE

SATISFIED YES NO
(Condition A or Condition B or combination of A and B must be satisfied)

AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD

CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED

TO SOLVE THE TRAFFIC PROBLEMS
Yes No
Major-street and minor-street volumes shall be for the same 8 hours for each condition; however, the 8 hours satisfied in Condition A shall not be required to be the same 8 hours satisfied in Condition B.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1067 ends

74 Figure 4C-101(CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) Record hourly vehicular volumes for any four hours of an average day.

WARRANT 2 - Four Hour Vehicular Volume

APPROACH LANES
Both Approaches - Major Street
Higher Approach - Minor Street
One
2 or
More Hour
*All plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes No SATISFIED* YES NO
WARRANT 3 - Peak Hour
(Part A or Part B must be satisfied)

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 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 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 No
Yes No
Yes No

SATISFIED YES NO

PART A SATISFIED YES NO

PART B SATISFIED YES NO

APPROACH LANES
Both Approaches - Major Street
Higher Approach - Minor Street
One
2 or
More Hour
(All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15-minute periods)
OR, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes No The plotted point falls above the applicable curve in Figure 4C-3. (URBAN AREAS) Yes No OR, 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.

Page 1068 ends

75 Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Part B
WARRANT 5 - School Crossing
(Parts A and B Must Be Satisfied)
Part A
Gap/Minutes and # of Children

SATISFIED NO YES
Gaps < Minutes
School Age Pedestrians Crossing Street / hr AND Children > 20/hr Minutes Children Using Crossing
Number of Adequate Gaps
Gaps
vs
Minutes
YES NO
YES NO

SATISFIED YES NO
Vehicles per hour for
any 4 hours
Figure 4C-5 or Figure 4C-6
AND, The distance to the nearest traffic signal along the major street is greater than 300 ft
OR, The proposed traffic signal will not restrict progressive traffic flow along the major street.

Yes No
Yes No
Hours >
WARRANT 4 - Pedestrian Volume
(Parts 1 and 2 Must Be Satisfied)
Part 1 (Parts A or B must be satisfied)
A.

Part 2

SATISFIED NO YES
AND, Consideration has been given to less restrictive remedial measures. Yes No

SATISFIED NO YES
The distance to the nearest traffic signal along the major street is greater than 300 ft
OR, The proposed signal will not restrict the progressive movement of traffic.

Yes No
Yes No

SATISFIED YES NO
Figure 4C-7 or Figure 4C-8

SATISFIED YES NO

SATISFIED YES NO
Hour
Vehicles per hour for
any 1 hour
Hours >
B.

Pedestrians per hour for
any 4 hours
Pedestrians per hour for
any 1 hour
Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1069 ends

76 Figure 4C-101(CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

WARRANT 7 - Crash Experience Warrant
(All Parts Must Be Satisfied)
Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce the crash frequency.

Yes No

SATISFIED NO YES
WARRANT 6 - Coordinated Signal System
(All Parts Must Be Satisfied)

MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL
> 1000 ft N ______ ft, S ______ ft, E ______ ft, W ______ ft Yes No 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.

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.

SATISFIED NO YES
WARRANT 8 - Roadway Network
(All Parts Must Be Satisfied)

MINIMUM VOLUME

REQUIREMENTS ENTERING VOLUMES - ALL APPROACHES FULFILLED 1000 Veh/Hr
During Typical Weekday Peak Hour ______________ Veh/Hr
and has 5-year projected traffic volumes that meet one or more of Warrants 1, 2, and 3 during an average weekday. Yes No OR
During Each of Any 5 Hrs. of a Sat. or Sun ______ Veh/Hr

CHARACTERISTICS OF MAJOR ROUTES
Hwy. System Serving as Principal Network for Through Traffic Rural or
Suburban Highway Outside Of, Entering, or Traversing a City Any Major Route Characteristics Met, Both Streets
MAJOR

ROUTE A
Appears as Major Route on an Official Plan

SATISFIED NO YES
MAJOR

ROUTE B
Yes No

REQUIREMENTS
Yes No
Number of crashes reported within a 12 month period
susceptible to correction by a traffic signal, and involving injury or damage exceeding the requirements for a reportable crash. 5 OR MORE

REQUIREMENTS CONDITIONS
ONE CONDITION Yes No

SATISFIED

MINIMUM

REPORTED CRASHES
Table 4C-2, Angle crashes and pedestrian crashes
OR, Table 4C-2, Fatal-and-injury angle crashes and
pedestrian crashes
OR, Table 4C-3, Angle crashes and pedestrian crashes
Yes No
Warrant 1, Condition A - Minimum Vehicular Volume
OR, Warrant 1, Condition B -
Interruption of Continuous Traffic
OR, Warrant 4, Pedestrian Volume Condition
Ped Vol > 80% of Figure 4C-5 through Figure 4C-8
OR, Table 4C-3, Fatal-and-injury angle crashes and
pedestrian crashes

ONE CONDITION
SATISFIED 80%
Yes No
Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

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77 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)
Yes No
PART B
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.

SATISFIED NO YES
Yes No
PART A
A grade crossing exists on an approach controlled by a STOP or YIELD sign and the 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 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) OR, 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
Minor Street - Crosses the track (one direction only, approaching the intersection):
______ VPH X AF (Use Tables 4C-2, 3, & 4 below to calcualte AF) = ______ VPH Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1071 ends

78 Figure 4C-102 (CA). Traffic Count Worksheet
( ) ( ) ( )
Pedestrians
Peak Total*
Number of Lanes __________
( ) ( ) ( )
AM Peak PM Peak Total*
Pedestrians
Total* Peak
Number of Lanes __________
( ) ( ) ( )
AM Peak PM Peak Total*
Pedestrians
Peak Total*
Number of Lanes __________
( ) ( ) ( )
AM Peak PM Peak Total*
Pedestrians
Total* Peak
Number of Lanes __________
*Entire Count Period
Insert North Point

DIRECTIONAL TRAFFIC COUNT
Dist Co Rte PM
Intersection Give Name
City
Day Date
Hour to Hour
Total Volume
Hour Volume
Hour Volume
AM Peak PM Peak Total*
AM Peak
PM Peak

NOT TO SCALE
Chapter 4C – Traffic Control Signal Needs Studies (Figures) Part 4 Highway Traffic Signals
January 18, 2026
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1072 ends

79 Figure 4C-103 (CA). Traffic Signal Warrants Worksheet (Average Traffic Estimate Form)
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.
(Based on Estimated Average Daily Traffic - See Note)
URBAN............................. RURAL............................ Minimum Requirements EADT
CONDITION A - Minimum Vehicular Volume
Satisfied ___________ Not Satisfied ___________
CONDITION B - Interruption of Continuous Traffic
Satisfied ___________ Not Satisfied ___________
Combination of CONDITIONS A + B
Satisfied ___________ Not Satisfied ___________
Number of lanes for moving traffic on each approach
Major Street

1.....................................
2 or More.......................
2 or More........................

1.....................................

Minor Street

1.....................................

1.........................................
2 or More........................
2 or More........................

Number of lanes for moving traffic on each approach
Major Street

1.....................................
2 or More.......................
2 or More........................

1.....................................

Minor Street

1.....................................

1.........................................
2 or More........................
2 or More........................

No one condition satisfied, but following conditions
fulfilled 80% or more........... _________ _________
A B
Vehicles Per Day
on Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher-Volume
Minor Street Approach
(One Direction Only)
8,000 5,600
9,600 6,720
9,600 6,720
8,000 5,600
Urban Rural
2,400 1,680
2,400 1,680
3,200 2,240
3,200 2,240
Urban Rural
12,000 8,400
14,400 10,080
14,400 10,080
12,000 8,400
Urban Rural
1,200 850
1,200 850
1,600 1,120
1,600 1,120
Urban Rural
Vehicles Per Day
on Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher-Volume
Minor Street Approach
(One Direction Only)
2 CONDITIONS
80%

DIST CO RTE PM

CALC DATE

CHK DATE
Major St:

Minor St:

Critical Approach Speed
Critical Approach Speed
mph
mph
Speed limit or critical speed on major street traffic > 40 mph.........................

In built up area of isolated community of < 10,000 population....................... or RURAL (R)

URBAN (U)
CALC

COUNT DATE
2 CONDITIONS
80%
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Page 1073 ends

80 Chapter 4C – Traffic Control Signal Needs Studies (Tables) January 18, 2026 Part 4 Highway Traffic Signals
Table 4C-1. Warrant 1, Eight-Hour Vehicular Volume
Condition A—Minimum Vehicular Volume
Number of lanes for moving traffic
on each approach
Vehicles per hour on major street
(total of both approaches)
Vehicles per hour on more critical
minor-street approach (one direction only)
Major Street Minor Street 100%a 80%b 70%c 56%d 100%a 80%b 70%c 56%d 1 1 500 400 350 280 150 120 105 84
2 or more 1 600 480 420 336 150 120 105 84
2 or more 2 or more 600 480 420 336 200 160 140 112
1 2 or more 500 400 350 280 200 160 140 112
*
Number of lanes for moving traffic
on each approach
Vehicles per hour on major street
(total of both approaches)
Vehicles per hour on more critical
minor-street approach (one direction only)
Major Street Minor Street 100%a 80%b 70%c 56%d 100%a 80%b 70%c 56%d 1 1 750 600 525 420 75 60 53 42
2 or more 1 900 720 630 504 75 60 53 42
2 or more 2 or more 900 720 630 504 100 80 70 56
1 2 or more 750 600 525 420 100 80 70 56
a Basic minimum hourly volume
b Used for combination of Conditions A and B after adequate trial of other remedial measures c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000
d May be used for combination of Conditions A and B after adequate trial of other remedial measures when the major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000 * Refer to FHWA’s List of Known Errors for error above the second sub-table. Refer to Section 1A.04 for more details.

Table 4C-2. Minimum Number of Reported Crashes in a One-Year Period Number of through lanes on
each approach
Total of angle and pedestrian
crashes (all severities)a
Total of fatal-and-injury angle
and pedestrian crashesa
Major Street Minor Street Four Legs Three Legs Four Legs Three Legs 1 1 5 4 3 3
2 or more 1 5 4 3 3
2 or more 2 or more 5 4 3 3
1 2 or more 5 4 3 3
a Angle crashes include all crashes that occur at an angle and involve one or more vehicles on the major street and one or more vehicles on the minor street
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1074 ends

81 Chapter 4C – Traffic Control Signal Needs Studies (Tables) January 18, 2026 Part 4 Highway Traffic Signals
Table 4C-3. Minimum Number of Reported Crashes in a Three-Year Period Number of through lanes
on each approach
Total of angle and pedestrian
crashes (all severities)a
Total of fatal-and-injury angle
and pedestrian crashesa
Major Street Minor Street Four Legs Three Legs Four Legs Three Legs 1 1 6 5 4 4
2 or more 1 6 5 4 4
2 or more 2 or more 6 5 4 4
1 2 or more 6 5 4 4
a Angle crashes include all crashes that occur at an angle and involve one or more vehicles on the major street and one or more vehicles on the minor street
Table 4C-4. Minimum Number of Reported Crashes in a One-Year Period Community less than 10,000 population or above 40 mph on major street Number of through lanes
on each approach
Total of angle and pedestrian
crashes (all severities)a
Total of fatal-and-injury angle
and pedestrian crashesa
Major Street Minor Street Four Legs Three Legs Four Legs Three Legs 1 1 4 3 3 3
2 or more 1 1
0 9 6 6
2 or more 2 or more 1
0 9 6 6
1 2 or more 4 3 3 3
a Angle crashes include all crashes that occur at an angle and involve one or more vehicles on the major street and one or more vehicles on the minor street
Table 4C-5. Minimum Number of Reported Crashes in a Three-Year Period Community less than 10,000 population or above 40 mph on major street Number of through lanes
on each approach
Total of angle and pedestrian
crashes (all severities)a
Total of fatal-and-injury angle
and pedestrian crashesa
Major Street Minor Street Four Legs Three Legs Four Legs Three Legs 1 1 6 5 4 4
2 or more 1 1
6 13 9 9
2 or more 2 or more 1
6 13 9 9
1 2 or more 6 5 4 4
a Angle crashes include all crashes that occur at an angle and involve one or more vehicles on the major street and one or more vehicles on the minor street
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1075 ends

82 Chapter 4C – Traffic Control Signal Needs Studies (Tables) January 18, 2026 Part 4 Highway Traffic Signals
Table 4C-6. Warrant 9,
Adjustment Factor for Daily
Frequency of Rail Traffic
Rail traffic per day Adjustment factor
1 0.67
2 0.91
3 to 5 1.00
6 to 8 1.18
9 to 11 1.25
12 or more 1.33
Table 4C-7. Warrant 9, Adjustment Factor for
Percentage of High-Occupancy Buses
% of high-occupancy buses*
on minor-street approach
Adjustment factor
0% 1.00
2% 1.09
4% 1.19
6% or more 1.32
* A high-occupancy bus is defined as a bus occupied by at least 20 people.

Table 4C-8. Warrant 9, Adjustment Factor for
Percentage of Tractor-Trailer Trucks
% of tractor-trailer trucks
on minor-street approach
Adjustment factor
D less than 70 feet D of 70 feet or more
0% to 2.5% 0.50 0.50

2.6% to 7.5% 0.75 0.75

7.6% to 12.5% 1.00 1.00

12.6% to 17.5% 2.30 1.15

17.6% to 22.5% 2.70 1.35

22.6% to 27.5% 3.28 1.64
More than 27.5% 4.18 2.09
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California)

Page 1076 ends

83 &KDSWHU-±3HGHVWULDQ+\EULG%HDFRQV -DQXDU\ 3DUW+LJKZD\7UDIILF6LJQDOV
CHAPTER 4J. PEDESTRIAN HYBRID BEACONS
Section 4J.01 Application of Pedestrian Hybrid Beacons
Support:
01 A pedestrian hybrid beacon is a special type of hybrid beacon used to warn and control traffic at an unsignalized location to assist pedestrians in crossing a street or highway at a marked crosswalk. D $FRQYHQWLRQDOWUDIILFFRQWUROVLJQDORSHUDWLRQZLWKDVWDQGDUGVLJQDOIDFHGLVSOD\LQJJUHHQ\HOORZDQGUHG VWHDG\DQGRU
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02 A pedestrian hybrid beacon may be considered for installation to facilitate pedestrian crossings at a location that does not meet traffic signal warrants (see Chapter 4C), or at a location that meets traffic signal warrants under Sections 4C.05 and/or 4C.06 but a decision is made to not install a traffic control signal.

Standard:
03 If used, pedestrian hybrid beacons shall be used in conjunction with signs and pavement markings (see Section 4J.02) to warn and control traffic at locations where pedestrians enter or cross a street or highway. A pedestrian hybrid beacon shall only be installed at a marked crosswalk.

Guidance:
04 If one of the signal warrants of Chapter 4C is met and a traffic control signal is justified by an engineering study, and if a decision is made to install a traffic control signal, it should be installed based upon the provisions of Chapters 4D through 4I and 4K.
05 If a traffic control signal is not justified under the signal warrants of Chapter 4C and if gaps in traffic are not adequate to permit pedestrians to cross, or if the speed for vehicles approaching on the major street is too high to permit pedestrians to cross, or if pedestrian delay is excessive, the need for a pedestrian hybrid beacon should be considered on the basis of an engineering study that considers major-street volumes, speeds, widths, and gaps in conjunction with pedestrian volumes, walking speeds, and delay.
06 For a major street where the posted or statutory speed limit or the 85th-percentile speed is 35 mph or less, the need for a pedestrian hybrid beacon should be considered if the engineering study finds that the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding total of all pedestrians crossing the major street for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4J-1 for the length of the crosswalk. 07 For a major street where the posted or statutory speed limit or the 85th-percentile speed exceeds 35 mph, the need for a pedestrian hybrid beacon should be considered if the engineering study finds that the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding total of all pedestrians crossing the major street for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable curve in Figure 4J-2 for the length of the crosswalk. 08 For crosswalks that have lengths other than the four that are specifically shown in Figures 4J-1 and 4J-2, the values should be interpolated between the curves.

Option:
09 The criteria for the pedestrian volume crossing the major street shown in Figures 4J-1 and 4J-2 may be reduced as much as 50 percent if the 15th-percentile crossing speed of pedestrians is less than 3.5 feet per second. 10 Where there is a divided street having a median of sufficient width for pedestrians to wait, the criteria for the majorstreet traffic volume shown in Figures 4J-1 and 4J-2 may be applied separately to each direction of vehicular traffic.

Section 4J.02 Design of Pedestrian Hybrid Beacons
Standard:
01 Except as otherwise provided in this Section, a pedestrian hybrid beacon shall meet the provisions of Chapters 4D through 4G, 4I, and 4J.
02 A pedestrian hybrid beacon face shall consist of three signal sections, with a CIRCULAR YELLOW signal indication centered below two horizontally-aligned CIRCULAR RED signal indications (see Figure 4J-3). 03 When an engineering study finds that installation of a pedestrian hybrid beacon is justified, then:

A. At least two pedestrian hybrid beacon faces shall be installed for each approach of the major street; B. A stop line shall be installed for each approach to the crosswalk; &DOLIRUQLD087&'(GLWLRQ

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C. A pedestrian signal head complying with the provisions set forth in Chapter 4I shall be installed at each end of the marked crosswalk;
D. The pedestrian hybrid beacon shall be pedestrian actuated; and E. If the pedestrian hybrid beacon is installed at or immediately adjacent to an intersection with a minor street, a STOP sign shall be installed for each minor-street approach.

Guidance:
04 When an engineering study finds that installation of a pedestrian hybrid beacon is justified, then:

A. Parking and other sight obstructions should be prohibited for at least 100 feet in advance of and at least 20 feet beyond the marked crosswalk, or site accommodations should be made through curb extensions or other techniques to provide adequate sight distance; and
B. If installed within a signal system, the pedestrian hybrid beacon should be coordinated. 05 On approaches having posted or statutory speed limits or 85th-percentile speeds in excess of 35 mph and on approaches having traffic or operating conditions that would tend to obscure visibility of roadside hybrid beacon face locations, both of the minimum of two pedestrian hybrid beacon faces should be installed over the roadway. 06 On multi-lane approaches having posted or statutory speed limits or 85th-percentile speeds of 35 mph or less, either a pedestrian hybrid beacon face should be installed on each side of the approach (if a median of sufficient width exists) or at least one of the pedestrian hybrid beacon faces should be installed over the roadway. 07 A pedestrian hybrid beacon should comply with the signal face location provisions described in Sections 4D.05 through 4D.10.

Option:
08 A CROSSWALK—STOP ON RED (symbolic circular red) (R10-23) or a STOP ON STEADY RED—YIELD ON FLASHING RED AFTER STOP (R10-23a) sign (see Section 2B.59) may be installed facing each major street approach.
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09 A W11-2 (Pedestrian), S1-1 (School), or W11-15 (Trail) crossing warning sign with an AHEAD (W16-9P) supplemental plaque may be placed in advance of a pedestrian hybrid beacon. A Warning Beacon may be installed to supplement the W11-2, S1-1, or W11-15 sign.
10 Backplates (see Section 4D.06) may be used with pedestrian hybrid beacons.

Support:
11 Accessible pedestrian signals (see Chapter 4K) where a pedestrian hybrid beacon is used provide information in non-visual formats (such as audible tones and/or speech messages, and vibrating surfaces) so that a pedestrian with vision disabilities can know when to cross the street.

Guidance:
12 If a Warning Beacon supplements a W11-2 sign in advance of a pedestrian hybrid beacon, it should be programmed to flash only when the pedestrian hybrid beacon is not in the dark mode.

Standard:
13 If a Warning Beacon is installed to supplement the W11-2 sign, the design and location of the Warning Beacon shall comply with the provisions of Sections 4S.01 and 4S.03. 14 Bicycle signal faces (see Chapter 4H) shall not be used at a pedestrian hybrid beacon.

Section 4J.03 Operation of Pedestrian Hybrid Beacons
Standard:
01 Pedestrian hybrid beacon indications shall be dark (not illuminated) during periods between actuations. 02 Following an actuation by a pedestrian, a pedestrian hybrid beacon face shall display a flashing CIRCULAR YELLOW signal indication, followed by a steady CIRCULAR YELLOW signal indication, followed by both steady CIRCULAR RED signal indications during the pedestrian walk interval, followed by alternating flashing CIRCULAR RED signal indications during the pedestrian change interval (see Figure 4J-3). Upon termination of the pedestrian change interval, the pedestrian hybrid beacon faces shall revert to a dark (not illuminated) condition.
03 Except as provided in Paragraph 4 of this Section, the pedestrian signal heads shall continue to display a &DOLIRUQLD087&'(GLWLRQ

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steady UPRAISED HAND (symbolizing DONT WALK) signal indication when the pedestrian hybrid beacon faces are either dark or displaying flashing or steady CIRCULAR YELLOW signal indications. The pedestrian signal heads shall display a WALKING PERSON (symbolizing WALK) signal indication when the pedestrian hybrid beacon faces are displaying steady CIRCULAR RED signal indications. The pedestrian signal heads shall display a flashing UPRAISED HAND (symbolizing DONT WALK) signal indication when the pedestrian hybrid beacon faces are displaying alternating flashing CIRCULAR RED signal indications. Upon termination of the pedestrian change interval, the pedestrian signal heads shall revert to a steady UPRAISED HAND (symbolizing DONT WALK) signal indication.

Option:
04 Where the pedestrian hybrid beacon is installed adjacent to a roundabout to facilitate crossings by pedestrians with vision disabilities and an engineering study determines that pedestrians without vision disabilities can be allowed to cross the roadway without actuating the pedestrian hybrid beacon, the pedestrian signal heads may be dark (not illuminated) when the pedestrian hybrid beacon faces are dark.

Guidance:
05 The duration of the flashing yellow interval should be determined by engineering judgment. 06 The duration of the flashing yellow interval should not vary on a cycle-by-cycle basis. 07 If the pedestrian hybrid beacon is coordinated as a part of a signal system, it should remain in the dark condition after a pedestrian actuation has been received until the point in the background cycle when the predetermined duration of the flashing yellow interval needs to be initiated in order to achieve the appropriate coordinated offset.

Option:
08 If a minimum dark time between activations of the pedestrian hybrid beacon has been set on the controller, the pedestrian hybrid beacon may remain in the dark condition after a pedestrian actuation has been received until the minimum dark time has been provided.

Support:
09 The minimum dark time is a preprogrammed time set in the controller that provides time between the pedestrian actuation and beginning of the flashing yellow interval. At locations in coordinated signal systems, the dark time can be variable based on when the pedestrian actuation occurs in the coordinated signal timing sequence.

Standard:
10 The duration of the steady yellow change interval shall be determined using engineering practices in accordance with the provisions in Section 4F.17.

Guidance:
11 A steady yellow change interval should have a minimum duration of 3 seconds and a maximum duration of 6 seconds (see Section 4F.17). The longer intervals should be reserved for use on approaches with higher speeds.

Option:
12 A steady red clearance interval may be used after the steady yellow change interval. 13 The alternating flashing CIRCULAR RED signal indications may continue to flash for a short period after the pedestrian change interval has terminated to provide a buffer interval for pedestrians.

Guidance:
14 A pedestrian hybrid beacon that is located 200 feet or less from an active grade crossing should be preempted in accordance with the applicable provisions in Sections 4F.19 and 8D.09.

Standard:
15 If a pedestrian hybrid beacon is placed into a flashing mode by a conflict monitor (malfunction management unit) or by a manual switch, the pedestrian hybrid beacon faces shall display flashing CIRCULAR YELLOW signal indications to each approach of the major street and the pedestrian signal heads shall revert to a dark (not illuminated) condition.
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86 Figure 4J-1. Guidelines for the Installation of Pedestrian Hybrid Beacons on Low-Speed Roadways
MAJOR STREET — TOTAL OF BOTH APPROACHES —

VEHICLES PER HOUR (VPH)
L = crosswalk length
0 250 500 750 1000 1250 1500 1750 2000
100
200
300
400
500

TOTAL OF ALL

PEDESTRIANS CROSSING

THE MAJOR STREET - PEDESTRIANS

PER HOUR (PPH)
* Note: 20 pph applies as the lower threshold volume
L = 34 ft
L = 72 ft
L = 50 ft
L = 100 ft
20*
Speeds of 35 mph or less
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87 Figure 4J-3. Sequence for a Pedestrian Hybrid Beacon R R
Y

1. Dark Until Activated
R R
FY

2. Flashing Yellow
Upon Activation
R R
SY

3. Steady Yellow
SR SR
Y

4. Steady Red During
Pedestrian Walk Interval
R R
Y

5. Alternating Flashing Red During
Pedestrian Change Interval

6. Dark Again Until Activated
FR R
Y
R FR
Y
Legend
SY Steady yellow
FY Flashing yellow
SR Steady red
FR Flashing red
Note: An optional steady red clearance interval may be added after Interval 3, and an optional short buffer interval (alternating flashing red while the pedestrian signal heads are displaying a steady UPRAISED HAND) may be added after Interval 5. &KDSWHU-±3HGHVWULDQ+\EULG%HDFRQV
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CHAPTER 4L. RECTANGULAR RAPID FLASHING BEACONS
Section 4L.01 Application of Rectangular Rapid Flashing Beacons Option:
01 A pedestrian-activated and/or bicyclist-activated rectangular rapid flashing beacon (RRFB) may be used to provide supplemental emphasis to pedestrian, school, and trail warning signs at marked crosswalks across uncontrolled approaches.

Standard:
02 An RRFB shall only be installed to function as a Warning Beacon (see Section 4S.03). Except as otherwise provided in this Chapter, all other provisions of the MUTCD applicable to Warning Beacons shall apply to RRFBs.
03 An RRFB shall only be used to supplement a post-mounted W11-2 (Pedestrian), S1-1 (School), or W11-15 (Trail) crossing warning sign with a diagonal downward arrow (W16-7P) plaque, or an overhead-mounted W11- 2, S1-1, or W11-15 crossing warning sign, located at or immediately adjacent to a marked crosswalk. 04 Except for crosswalks across the approach to or egress from a roundabout, or crosswalks across free-flow turn lanes separated by a channelizing island, an RRFB shall not be used for crosswalks across approaches controlled by YIELD signs, STOP signs, traffic control signals, or pedestrian hybrid beacons.

Option:
05 An additional RRFB may be installed on that approach in advance of the crosswalk, as a Warning Beacon to supplement a W11-2 (Pedestrian), S1-1 (School), or W11-15 (Trail) crossing warning sign with an AHEAD (W16-9P) or distance (W16-2P or W16-2aP) plaque.

Standard:
06 If an additional RRFB is installed on the approach in advance of the crosswalk, it shall be supplemental to and not a replacement for the RRFB at the crosswalk itself.

Section 4L.02 Design of Rectangular Rapid Flashing Beacons Standard:
01 Each RRFB unit shall consist of two rapidly-flashed rectangular-shaped yellow indications, each with an LED-array based pulsing light source. The size of each RRFB indication shall be at least 5 inches wide by at least 2 inches high.
02 The two RRFB indications for each RRFB unit shall be aligned horizontally, with the longer dimension horizontal and with a minimum space between the two indications of at least 7 inches, measured from nearest edge of one indication to the nearest edge of the other indication. The outside edges of the RRFB indications, including any housings, shall not project beyond the outside edges of the W11-2, S1-1, or W11-15 sign that it supplements.
03 An RRFB unit shall not be installed independent of the crossing warning signs for the approach that the RRFB faces. If the RRFB unit is supplementing a post-mounted sign, the RRFB unit shall be installed on the same support as the associated W11-2, S1-1, or W11-15 crossing warning sign and plaque. If the RRFB unit is supplementing an overhead-mounted sign, the RRFB unit shall be mounted directly above the top of sign or below the bottom of the sign.

Option:
04 As a specific exception to Paragraph 6 of Section 4S.01, the RRFB unit associated with a post- mounted sign and plaque may be located between and immediately adjacent to the bottom of the crossing warning sign and the top of the supplemental downward diagonal arrow plaque (or, in the case of a supplemental advance sign, the AHEAD or distance plaque) or within 12 inches above the crossing warning sign, rather than the recommended minimum of 12 inches above or below the sign assembly.
05 Signal visors and backplates, with or without a yellow retroreflective strip, may be used with RRFB units based on provisions in Section 4D.06.

Standard:
06 For any approach on which RRFBs are used to supplement post-mounted signs, at least two W11-2, S1-1, or W11-15 crossing warning signs (each with an RRFB unit and a W16-7P plaque) shall be installed at the crosswalk, one on the right-hand side of the roadway and one on the left-hand side of the roadway. &DOLIRUQLD087&'(GLWLRQ

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Guidance:
07 On a divided highway, the left-hand side RRFB assembly should be installed on the median, if practicable, rather than on the far left side of the highway.

Standard:
08 For any approach on which RRFBs are used to supplement an overhead-mounted sign, at least one W11-2, S1-1, or W11-15 crossing warning sign (without a W16-7P plaque) located approximately over the center of the lanes of the approach (or where optimum visibility can be achieved) shall be installed at the crosswalk.

Standard:
09 If used at intersections, the design of the RRFBs shall conform to the requirements for post- mounted or overhead placement described in Paragraph 3 of this Section.

Option:
10 RRFBs may be installed at intersections with more than one crosswalk on the same uncontrolled approach (see Figure 4L-1).
11 If used at intersections with two crosswalks on an uncontrolled approach, post-mounted RRFBs may be installed to face only one direction of travel at the first crosswalk that traffic encounters (see Figure 4L-1).

Standard:
12 The light intensity of the yellow indications during daytime conditions shall meet the minimum specifications for Class 1 yellow peak luminous intensity in the publication “Directional Flashing Optical Warning Devices for Authorized Emergency, Maintenance, and Service Vehicles J595,” 2005, Society of Automotive Engineers (SAE).

Option:
13 If the RRFB indications are so bright that they cause excessive glare during nighttime conditions, an automatic signal dimming device may be used to reduce the brilliance of the RRFB indications during nighttime conditions. 6XSSRUW

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14 If pedestrian push button detectors (rather than passive detection) are used to actuate the RRFB indications, a PUSH BUTTON TO TURN ON WARNING LIGHTS/AWAIT GAP IN TRAFFIC (R10-25) sign (see Section 2B.58) shall be installed explaining the purpose and use of the pedestrian push button detector. 6XSSRUW

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15 Section 4I.05 contains further information about pedestrian push button detector location criteria. 16 Section 4H.12 contains information about bicyclist push buttons.

Guidance:
D Where a RRFB is located 200 feet or less from a grade crossing, an engineering study should be made to evaluate the placement and determine if queuing could impact the grade crossing. 17 An audible information device should be used with RRFBs to assist pedestrians with vision disabilities.

Option:
18 A small light directed at and visible to pedestrians in the crosswalk may be installed integral to the RRFB or pedestrian push button detector to give confirmation that the RRFB is in operation.

Section 4L.03 Operation of Rectangular Rapid Flashing Beacons Standard:
01 The RRFB shall be normally dark, shall initiate operation only upon pedestrian actuation, and shall cease operation at a predetermined time after the pedestrian actuation or, with passive detection, after the pedestrian clears the crosswalk.
02 All RRFB units associated with a given crosswalk (including those with an advance crossing sign, if used) shall, when activated, simultaneously commence operation of their rapid flashing indications and shall cease operation simultaneously.

Guidance:
03 The minimum duration of a predetermined period of operation of the RRFBs following each actuation should be based on the procedures for the timing of pedestrian clearance times for pedestrian signals (see Section 4I.06). &DOLIRUQLD087&'(GLWLRQ

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Support:
04 One consideration for lengthening the duration of the predetermined period of operation of the RRFBs is adding the perception/reaction time for pedestrians to confirm that a vehicle will yield or stop.

Standard:
05 The predetermined flash period shall be immediately initiated each and every time that a pedestrian is detected either through passive detection or as a result of a pedestrian pressing a push button detector, including when pedestrians are detected while the RRFBs are already flashing and when pedestrians are detected immediately after the RRFBs have ceased flashing.
06 When activated, the two yellow indications in each RRFB unit shall flash in a rapidly flashing sequence. As a specific exception to the requirements for the flash rate of beacons provided in Paragraph 3 of Section 4S.01, RRFBs shall use a much faster flash rate and shall provide 75 flashing sequences per minute. 07 Except as provided in Paragraph 8 of this Section, during each 800-millisecond flashing sequence, the left and right RRFB indications shall operate using the following sequence:

A. The RRFB indication on the left-hand side shall be illuminated for approximately 50 milliseconds.

B. Both RRFB indications shall be dark for approximately 50 milliseconds.

C. The RRFB indication on the right-hand side shall be illuminated for approximately 50 milliseconds.

D. Both RRFB indications shall be dark for approximately 50 milliseconds.

E. The RRFB indication on the left-hand side shall be illuminated for approximately 50 milliseconds.

F. Both RRFB indications shall be dark for approximately 50 milliseconds.

G. The RRFB indication on the right-hand side shall be illuminated for approximately 50 milliseconds.

H. Both RRFB indications shall be dark for approximately 50 milliseconds.

I. Both RRFB indications shall be illuminated for approximately 50 milliseconds.

J. Both RRFB indications shall be dark for approximately 50 milliseconds.

K. Both RRFB indications shall be illuminated for approximately 50 milliseconds.

L. Both RRFB indications shall be dark for approximately 250 milliseconds. 08 The flash rate of each individual RRFB indication, as applied over the full flashing sequence, shall not be more than 5 flashes per second, to avoid frequencies that might cause seizures. 09 If an audible information device is used in conjunction with an RRFB, the audible information device shall not use vibrotactile indications or percussive indications.

Guidance:
10 If an audible information device is used in conjunction with an RRFB, the audible message should be a speech message that says, “Warning lights are flashing.” The audible message should be spoken twice. &DOLIRUQLD087&'(GLWLRQ

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91 Figure 4L-1. Example of RRFBs at Uncontrolled,
Marked Crosswalks at an Intersection
Notes:

1. When activated, the RRFBs on both approaches shall simultaneously commence operation of their rapid flashing indications and shall cease operation simultaneously.

2. If placed overhead, follow the requirements of Paragraph 8 of Section 4L.02, except that the signs may be placed approximately over the center of the intersection. &KDSWHU/±5HFWDQJXODU5DSLG)ODVKLQJ%HDFRQV
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92 Figure 4L-1(CA). Example of RRFBs at Uncontrolled,
Marked Crosswalks at an Intersection
NOTES:

1. When activated, the RRFBs on both approaches shall simultaneously commence operation of their rapid flashing indications and shall cease operation simultaneously.

2. If placed overhead, follow the requirements of paragraph 8 of Section 4L.02, except that the signs may be placed approximately over the center of the intersection. &KDSWHU/±5HFWDQJXODU5DSLG)ODVKLQJ%HDFRQV
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CHAPTER 4U. IN-ROADWAY WARNING LIGHTS
Section 4U.01 Application of In-Roadway Warning Lights
Support:
01 In-Roadway Warning Lights are special types of highway traffic signals installed in the roadway surface to warn road users that they are approaching a condition on or adjacent to the roadway that might not be readily apparent and might require the road users to reduce their speed and/or come to a stop. This includes situations warning of marked school crosswalks, marked midblock crosswalks, marked crosswalks on uncontrolled approaches, marked crosswalks in advance of roundabouts as described in Chapter 3D, and other roadway situations involving pedestrian crossings.

Standard:
02 In-Roadway Warning Lights shall not be used for any application that is not described in this Chapter. 03 When used, In-Roadway Warning Lights shall be flashed and shall not be steadily illuminated.

Support:
04 Steadily illuminated lights installed in the roadway surface are considered to be internally illuminated raised pavement markers (see Section 3B.14).

Option:
05 In-Roadway Warning Lights may be flashed in a manner that includes a continuous flash of varying intensity and time duration that is repeated to provide a flickering effect (see Section 4U.02).

Guidance:
06 If used, In-Roadway Warning Lights should not exceed a height of ¾ inch above the roadway surface.

Section 4U.02 In-Roadway Warning Lights at Crosswalks
Option:
01 In-Roadway Warning Lights may be installed at certain marked crosswalks, based on an engineering study or engineering judgment, to provide additional warning to road users.

Standard:
02 If used, In-Roadway Warning Lights at crosswalks shall be installed only at marked crosswalks with applicable warning signs. They shall not be used at crosswalks controlled by YIELD signs, STOP signs, traffic control signals, or pedestrian hybrid beacons.

If In-Roadway Warning Lights are used at a crosswalk, the following requirements shall apply:

A. Except as provided in Paragraphs 7 and 8 of this Section, they shall be installed along both sides of the crosswalk and shall span its entire length.

B. They shall initiate operation based on pedestrian actuation and shall cease operation at a predetermined time after the pedestrian actuation or, with passive detection, after the pedestrian clears the crosswalk.

C. They shall display a flashing yellow light when actuated. The flash rate shall be at least 50, but not more than 60, flash periods per minute. If they are flashed in a manner that includes a continuous flash of varying intensity and time duration that is repeated to provide a flickering effect, the flickers or pulses shall not repeat at a rate that is between 5 and 30 per second to avoid frequencies that might cause seizures.

D. They shall be installed in the area between the outside edge of the crosswalk line and 10 feet from the outside edge of the crosswalk.

E. They shall face away from the crosswalk if unidirectional, or shall face away from and across the crosswalk if bidirectional.
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03 If used on one-lane, one-way roadways, a minimum of two In-Roadway Warning Lights shall be installed on the approach side of the crosswalk. If used on two-lane roadways, a minimum of three In-Roadway Warning Lights shall be installed along both sides of the crosswalk. If used on roadways with more than two lanes, a minimum of one In-Roadway Warning Light per lane shall be installed along both sides of the crosswalk. &DOLIRUQLD087&'(GLWLRQ

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Guidance:
04 If used, In-Roadway Warning Lights should be installed in the center of each travel lane, at the center line of the roadway, at each edge of the roadway or parking lanes, or at other suitable locations away from the normal tire track paths.
05 The location of the In-Roadway Warning Lights within the lanes should be based on engineering judgment.

Option:
06 On one-way streets, In-Roadway Warning Lights may be omitted on the departure side of the crosswalk. 07 Based on engineering judgment, the In-Roadway Warning Lights on the departure side of the crosswalk on the lefthand side of a median may be omitted. 08 Unidirectional In-Roadway Warning Lights installed at crosswalk locations may have an optional, additional yellow light indication in each unit that is visible to pedestrians in the crosswalk to indicate to pedestrians in the crosswalk that the In-Roadway Warning Lights are in fact flashing as they cross the street. These yellow lights may flash with and at the same flash rate as the light module in which each is installed.

Guidance:
09 If used, the period of operation of the In-Roadway Warning Lights following each actuation should be sufficient to allow a pedestrian crossing in the crosswalk to leave the curb or shoulder and travel at a walking speed of 3.5 feet per second to at least the far side of the traveled way or to a median of sufficient width for pedestrians to wait. Where pedestrians who walk slower than 3.5 feet per second, or pedestrians who use wheelchairs, routinely use the crosswalk, a walking speed of less than 3.5 feet per second should be considered in determining the period of operation. 10 An audible information device should be used with In-Roadway Warning Lights to provide assistance for pedestrians with vision disabilities.

Standard:
11 If pedestrian push buttons (rather than passive detection) are used to actuate the In-Roadway Warning Lights, a PUSH BUTTON TO TURN ON WARNING LIGHTS/WAIT FOR GAP IN TRAFFIC (R10-25) sign (see Section 2B.58) shall be installed explaining the purpose and use of the pedestrian push button detector. 6XSSRUW

D 5HIHUWR)+:$¶V/LVWRI.QRZQ(UURUVIRUHUURULQ3DUDJUDSKWH[W5HIHUWR6HFWLRQ$IRUPRUHGHWDLOV Standard:
12 Where the period of operation is sufficient only for crossing from a curb or shoulder to a median of sufficient width for pedestrians to wait, median-mounted pedestrian actuators shall be provided. 13 If an audible information device is used in conjunction with In-Roadway Warning Lights, the audible information device shall not use vibrotactile indications or percussive indications.

Guidance:
14 If an audible information device is used in conjunction with In-Roadway Warning Lights, the audible message during the time that the lights are flashing should be a speech message that says, “Warning lights are flashing.” The audible message should be spoken twice.

Standard:
The following shall be considered when evaluating the need for In-Roadway Warning Lights:

A. Whether the crossing is controlled or uncontrolled.

B. An engineering traffic study to determine if In-Roadway Warning Lights are compatible with the safety and operation of nearby intersections, which may or may not be, controlled by traffic signals or STOP/YIELD signs.

C. Standard traffic signs for crossings and crosswalk pavement markings are provided.

D. At least 40 pedestrians regularly use the crossing during each of any two hours (not necessarily consecutive) during a 24-hour period.

E. The vehicular volume through the crossing exceeds 200 vehicles per hour in urban areas or 140 vehicles per hour in rural areas during peak-hour pedestrian usage.

F. The critical approach speed (85th percentile) is 45 mph or less.

G. In-Roadway Warning Lights are visible to drivers at the minimum stopping sight distance for the posted speed limit.

H. Public education on In-Roadway Warning Lights is conducted for new installations. &DOLIRUQLD087&'(GLWLRQ

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Guidance:
Typical applications of In-Roadway Warning Lights are shown in Figure 4U-101(CA). Where In-Roadway Warning Lights are located 200 feet or less from a grade crossing, an engineering study should be made to evaluate the placement and determine if queuing could impact the grade crossing. &DOLIRUQLD087&'(GLWLRQ

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96 Figure 4U-101(CA). Typical Layout for In-Roadway Warning Lights (IRWLs) NOTES:

1. One-Lane, One-Way Roadways, a minimum of two IRWLs shall be installed on the approach side ot the crosswalk.

2. One-Lane each direction, a minimum of three IRWLs shall be installed along both sides of the crosswalk.

3. Two-Lanes each direction, a minimum of one IRWLs per lane, shall be installed along both sides of the crosswalk.

4. IRWLs should be located off the tire tracks.

TWO-LANE EACH DIRECTION

CROSSWALK AT AN INTERSECTION
(See Note 3)
Crosswalk
STOP
STOP

TWO-LANE EACH DIRECTION

MID-BLOCK CROSSWALK
(See Note 3)

ONE-LANE EACH DIRECTION

MID-BLOCK CROSSWALK
(See Note 2)

ONE-LANE, ONE-WAY ROADWAY

MID-BLOCK CROSSWALK
(See Note 1)
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97 Appendix C: Warrant 1, Eight-Hour Vehicular Volume Detailed Evaluation
98 Middlefield Road and Watkins Avenue
Warrant 1 - Eight-Hour Vehicular Volume
500 / 150 750 / 75 350 / 105 525 / 53 400 / 120 600 / 60 280 / 84 420 / 42 12:00 AM 40 / 6 N / NN / NN / NN / NN / NN / NN / NN / N 01:00 AM 36 / 3 N / NN / NN / NN / NN / NN / NN / NN / N02:00 AM 24 / 4 N / NN / NN / NN / NN / NN / NN / NN / N03:00 AM 22 / 3 N / NN / NN / NN / NN / NN / NN / NN / N04:00 AM 51 / 7 N / NN / NN / NN / NN / NN / NN / NN / N05:00 AM 152 / 15 N / NN / NN / NN / NN / NN / NN / NN / N06:00 AM 459 / 25 N / NN / N Y / NN / N Y / NN / N Y / N Y / N07:00 AM 1,100 / 100 Y / N Y / Y Y / N Y / Y Y / N Y / Y Y / Y Y / Y 08:00 AM 1,257 / 188 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y09:00 AM 1,111 / 153 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y10:00 AM 1,194 / 143 Y / N Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y11:00 AM 1,075 / 127 Y / N Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y 12:00 PM 1,109 / 106 Y / N Y / Y Y / Y Y / Y Y / N Y / Y Y / Y Y / Y01:00 PM 1,112 / 129 Y / N Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y02:00 PM 1,378 / 176 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y03:00 PM 1,430 / 163 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y04:00 PM 1,356 / 116 Y / N Y / Y Y / Y Y / Y Y / N Y / Y Y / Y Y / Y05:00 PM 1,463 / 135 Y / N Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y06:00 PM 1,326 / 130 Y / N Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y07:00 PM 976 / 131 Y / N Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y08:00 PM 685 / 98 Y / NN / Y Y / N Y / Y Y / N Y / Y Y / Y Y / Y09:00 PM 511 / 52 Y / NN / N Y / NN / N Y / NN / N Y / N Y / Y10:00 PM 263 / 27 N / NN / NN / NN / NN / NN / NN / NN / N 11:00 PM 143 / 19 N / NN / NN / NN / NN / NN / NN / NN / N Y- Threshold is SatisfiedN- Threshold is Not Satisfied
Either Condition A or B Must be Satisfied Both Conditions A and B Must be Satisfied 100% Threshold
Conditions B
70% Threshold
Conditions A
70% Threshold
Conditions B
80% Threshold
Conditions A
80% Threshold
Conditions B
56% Threshold
Conditions A
56% Threshold
Start Time Conditions B
Volumes
(Major/Minor)
100% Threshold
Conditions A
VPH
99 Middlefield Road and Fair Oaks Lane/Palmer Lane
Warrant 1 - Eight-Hour Vehicular Volume
500 / 150 750 / 75 350 / 105 525 / 53 400 / 120 600 / 60 280 / 84 420 / 42 12:00 AM 32 / 4 N / NN / NN / NN / NN / NN / NN / NN / N 01:00 AM 26 / 5 N / NN / NN / NN / NN / NN / NN / NN / N02:00 AM 17 / 1 N / NN / NN / NN / NN / NN / NN / NN / N03:00 AM 23 / 3 N / NN / NN / NN / NN / NN / NN / NN / N04:00 AM 39 / 4 N / NN / NN / NN / NN / NN / NN / NN / N05:00 AM 138 / 15 N / NN / NN / NN / NN / NN / NN / NN / N06:00 AM 335 / 26 N / NN / NN / NN / NN / NN / N Y / NN / N07:00 AM 881 / 106 Y / N Y / Y Y / Y Y / Y Y / N Y / Y Y / Y Y / Y 08:00 AM 996 / 196 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y09:00 AM 727 / 128 Y / NN / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y10:00 AM 718 / 141 Y / NN / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y11:00 AM 696 / 148 Y / NN / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y 12:00 PM 733 / 136 Y / NN / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y01:00 PM 725 / 139 Y / NN / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y02:00 PM 844 / 173 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y03:00 PM 1,047 / 264 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y04:00 PM 1,051 / 204 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y05:00 PM 1,092 / 167 Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y06:00 PM 955 / 144 Y / N Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y Y / Y07:00 PM 654 / 92 Y / NN / Y Y / N Y / Y Y / N Y / Y Y / Y Y / Y08:00 PM 441 / 84 N / NN / Y Y / NN / Y Y / NN / Y Y / Y Y / Y09:00 PM 346 / 36 N / NN / NN / NN / NN / NN / N Y / NN / N 10:00 PM 170 / 22 N / NN / NN / NN / NN / NN / NN / NN / N11:00 PM 104 / 19 N / NN / NN / NN / NN / NN / NN / NN / N Y- Threshold is SatisfiedN- Threshold is Not Satisfied
Either Condition A or B Must be Satisfied Both Conditions A and B Must be Satisfied 100% Threshold
Conditions B
70% Threshold
Conditions A
70% Threshold
Conditions B
80% Threshold
Conditions A
80% Threshold
Conditions B
56% Threshold
Conditions A
56% Threshold
Start Time Conditions B
Volumes
(Major/Minor)
100% Threshold
Conditions A
VPH
100
Appendix D: Detailed Traffic Signal Warrants Worksheet
101
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) District 4 San Mateo CALC Aayush Kalantri DATE
DIST CO RTE PM CHK Praveena Samaleti DATE
Major St: Middlefield Road Critical Approach Speed 30 m/h Minor St: Watkins Avenue Critical Approach Speed 25 m/h Speed limit or critical speed on major street traffic > 40 mph………. or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Town of Atherton
Signal Warrant Analysis
Middlefield Road and Watkins Avenue
04/07/2026
04/13/2026
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
Both Approaches
Major Street (1111)
Highest Approaches
600
(112)
(280) (336)
1 (176)
(1430) 3:0
PM
500 350 420
2 or More
150 105
U R U R 6:0
PM
APPROACH LANES 5:0
PM
(400)
Minor Street (120) (84)

MINIMUM REQUIREMENTS
(160)
1194 1326
(1257) (1112)
1257 1112
(1378)
188 135
1111 1378 1430 1463
153
(163)
163
(135)
(1463) (1326)
130
(1194)
143 129 176
(129)
200 140
(480)
(188) (153) (143)
8:0
AM
1:0
PM
2:0
PM
9:0
AM
10:00 AM
(130)
(80% SHOWN IN BRACKETS)
Hour
Combination of Conditions A & B SATISFIED YES NO
P
P

REQUIREMENT FULFILLED
No
Minor Street
Yes No
Both Approaches
(504)
525 900
(1257)

CONDITION
Major Street
R
750

APPROACH LANES
(600) (420)
630
U
(720) (1111)
1257
(1378) 9:00 AM
1112 1378
(1194) (1112)
10:00 AM
1111 1194
(1430)
1430
(1326) 6:00 PM(1463)
8:0
AM
3:0
PM
Highest Approaches
(60)

AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS

FAILED TO SOLVE THE TRAFFIC PROBLEMS
143
(56)
A. MINIMUM VEHICULAR VOLUME
100
(42) (80) (188) (153) (143) (130)
TWO CONDITIONS SATISFIED 80% Yes
(135)
70 129 5:0
PM
176 163
(176) (163)
R
B. INTERRUPTION OF CONTINUOUS TRAFFIC
1:0
PM
2:0
PM
1 (129)
188 153 130
1463 1326
75 53 135
2 or More
U
102
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 2 - Four Hour Vehicular Volume SATISFIED YES NO Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 2 of 5) Record hourly vehicular volumes for any four hours of an average day.

Hour
Yes No
188 176
1257 1463
Highest Approaches - Minor Street

APPROACH LANES
1378
2 or More
Both Approaches - Major Street ✓
One
*All plotted points fall above the curves in MUTCD Figure 4C-1 or 4C-2. 1430
135 8:0
AM
✓ 163 2:0
PM
3:0
PM
5:00 PM
103
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 3 - Peak Hours PART A or PART B SATISFIED YES NO PART A Part A was not conducted as part B is satisfied SATISFIED YES NO (All parts, 1, 2 and 3 below must be satisfied)

1. YES NO

2. YES NO

3. YES NO

PART B SATISFIED YES NO
The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND
Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 3 of 5) The total entering volume services during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.

The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehiclehours for a one-lane approach and five vehicle-hours for a two-lane approach; AND 3:0 PM
Hour
✓
Both Approaches - Major Street
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume vehicle minor street approach (one direction only) for one hour (any 4 consecutive 15 minute intervals) 163
2 or More 3:0
PM
Highest Approaches - Minor Street
✓ 1430
APPROACH LANES One
104
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 4 - Pedestrian Volume SATISFIED YES NO
(Parts 1 and 2 Must Be Satisfied)
Part 1 (Parts A or B must be satisfied)
Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 4 of 5) Hours - - - >
1257 1356 1463 SATISFIED Yes No
Pedestrians per hour for any 4 hours 3 2 1
A.

Figure 4C-5 or Figure 4C-6
Vehicles per hour for any 4 hours 1100
4 7:00 AM
8:00 AM
4:00 PM5:00 PM
Hours - - - >
SATISFIED Yes No
SATISFIED Yes No
Part 2
Yes No
Yes No
5:00 PM
B.

Vehicles per hour for any 1 hour 1463
Figure 4C-7 or Figure 4C-8
Pedestrians per hour for any 1 hour 4
AND, The distance to the nearest traffic signal along the major street is greater than 300 ft OR, The proposed traffic signal will not restrict progressive traffic flow along the major street. 105
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 5 - School Crossing SATISFIED YES NO
(Parts A and B Must Be Satisfied)
Part A SATISFIED Yes No
Gap/Minutes and # of Children
Gaps < Minutes Yes No
AND Children > 20/hr Yes No
Yes No
Part B
Yes No
Yes No
WARRANT 6 - Coordinated Signal System SATISFIED YES NO
(All parts must be satisfied)
Yes No
Yes No
WARRANT 7 - Crash Warrant SATISFIED YES NO
(All parts must be satisfied)
YES NO
YES NO
P
X
X

X YES NO
X
P

P YES NO
X
WARRANT 8 - Roadway Network SATISFIED YES NO
(All Parts Must Be Satisfied)
P
YES NO
1000 Veh/Hr OR
Hwy. System Serving as Principal Network for Through Traffic Rural or Suburban Highway Outside Of, Entering, or Traversing a City Appears as Major Route on an Official Plan
YES NO
Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 5 of 5) ✓
✓ x
x
x
1 Table 4C-2, Angle crashes and pedestrian crashes
OR, Table 4C-2, Fatal-and-injury angle crashes and pedestrian crashes OR, Table 4C-3, Angle crashes and pedestrian crashes
OR, Table 4C-3, Fatal-and-injury angle crashes and pedestrian crashes

MAJOR ROUTE B
OR, Warrant 1, Condition B - Interruption of Continuous Traffic

CONDITIONS
Number of
Adequate Gaps
School Age Pedestrians Crossing Street/hr

FULFILLED

MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED

REQUIREMENTS

MINIMUM VOLUME

REQUIREMENTS

ONE CONDITION
SATISFIED 80%
Warrant 1, Condition A - Minimum Vehicular Volume

ENTERING VOLUMES - ALL APPROACHES
AND, Consideration has been given to less restrictive remedial measures.

OR, Warrant 4, Pedestrian Volume Condition - Ped Vol ≥ 80% of Figure 4C-5 through Figure 4C-8 1 crashes (10/10/2025)
≥1000 ft S ____ ft, E ≈ 1,685 ft, W ≈ 645 ft
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.

CHARACTERISTICS OF MAJOR ROUTES MAJOR ROUTE A
Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury or damage exceeding the requirements for a reportable crash.

Gaps vs
Minutes
Minutes Children
Using Crossing
Any Major Route Characteristics Met, Both Streets
The distance to the nearest traffic signal along the major street is greater than 300 ft OR, The proposed traffic signal will not restrict progressive traffic flow along the major street.

Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce the crash frequency. 5 OR MORE
N/A
During Typical Weekday Peak Hour (05:00 PM - 06:00 PM) 1598 Veh/Hr and has 5-year projected traffic volumes that meet one or more of Warrants 1, 2 and 3 during an average weekday
During Each of Any 5 Hrs. of a Sat. and/or Sun _____ Veh/Hr

ONE CONDITION

SATISFIED

MINIMUM

REPORTED

CRASHES
✓
106
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) District 4 San Mateo CALC Aayush Kalantri DATE
DIST CO RTE PM CHK Praveena Samaleti DATE
Major St: Middlefield Road Critical Approach Speed 30 m/h Minor St: Fair Oaks Lane/Palmer Lane Critical Approach Speed 25 m/h Speed limit or critical speed on major street traffic > 40 mph………. or RURAL (R)
In built up area of isolated community of < 10,000 population ………..

URBAN (U)
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES NO Condition A - Minimum Vehicle Volume 100% SATISFIED YES NO 80 % SATISFIED YES NO
Hour
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES NO 80 % SATISFIED YES NO
Hour
Combination of Conditions A & B SATISFIED YES NO


144
1092 955
(144)
75 53 167
2 or More
(80% SHOWN IN BRACKETS)
U
2:00 PM
3:00 PM
1 (173)
196 141
3:00 PM
R
B. INTERRUPTION OF CONTINUOUS TRAFFIC
10:00 AM
12:00 PM
8:00 AM
(167)
70 173
5:00 PM
264 204
(264) (204)
2:00 PM
Yes
(480)
(196) (141) (136)
TWO CONDITIONS SATISFIED 80%
(42) (80) (196) (141) (136) (144)
200 140
Highest Approaches
(60)

AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS

FAILED TO SOLVE THE TRAFFIC PROBLEMS
136
(56)
A. MINIMUM VEHICULAR VOLUME
100
8:00 AM
4:00 PM
(1092) (955)
144
(733)
136 173 264
(173)
(1051)
1051
(204)
(955)
204
6:00 PM
(1092)
(167)
141
(733) (844)
12:00 PM
718 733
(1047)
10:00 AM
196 167
1092
844 1047
718 733 1047 1051 955
(996) (844)
996
(720) (718)
996
844
(1047)
R
750

APPROACH LANES
(600) (420)
Minor Street

MINIMUM REQUIREMENTS
630
U
(160)
(400)
525 900
(996)

CONDITION
Major Street
(120) (84)
Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5)

MINIMUM REQUIREMENTS
(80% SHOWN IN BRACKETS)
URUR
6:00 PM
APPROACH LANES 5:00 PM1
(264)
(1051)
4:00 PM
500 350 420
2 or More
150 105
Both Approaches
Both Approaches
(504)
Major Street (718)
Highest Approaches
600
(112)
(280) (336)
Signal Warrant Analysis
Middlefield Road and Fair Oaks Lane/Palmer Lane
04/07/2026
04/13/2026
Yes No
Town of Atherton

REQUIREMENT FULFILLED
No
Minor Street
107
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 2 - Four Hour Vehicular Volume SATISFIED YES NO Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 2 of 5) Record hourly vehicular volumes for any four hours of an average day.

Hour
204 3:0
PM
4:0
PM
5:00 PM
8:0
AM
✓
*All plotted points fall above the curves in MUTCD Figure 4C-1 or 4C-2. 1051
167
2 or More
Both Approaches - Major Street ✓
One
1047
Highest Approaches - Minor Street

APPROACH LANES
Yes No
196 264
996 1092
108
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 3 - Peak Hours PART A or PART B SATISFIED YES NO PART A Part A was not conducted as part B is satisfied SATISFIED YES NO (All parts, 1, 2 and 3 below must be satisfied)

1. YES NO

2. YES NO

3. YES NO

PART B SATISFIED YES NO
The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehiclehours for a one-lane approach and five vehicle-hours for a two-lane approach; AND The total entering volume services during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.

Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 3 of 5) The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND 3:0
PM
Hour APPROACH LANES
264
2 or More 3:0
PM
Highest Approaches - Minor Street
✓ 1047
One
The plotted points for vehicles per hour on major streets (both approaches) and the corresponding per hour higher volume vehicle minor street approach (one direction only) for one hour (any 4 consecutive 15 minute intervals) ✓
Both Approaches - Major Street
109
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 4 - Pedestrian Volume SATISFIED YES NO
(Parts 1 and 2 Must Be Satisfied)
Part 1 (Parts A or B must be satisfied)
Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 4 of 5) Hours - - - >
SATISFIED Yes No 8:00 AM
3:00 PM4:00 PM5:00 PM Figure 4C-5 or Figure 4C-6
Vehicles per hour for any 4 hours 996
1 A.
1047 1051 1092
Pedestrians per hour for any 4 hours 2 0 1
Hours - - - >
SATISFIED Yes No
SATISFIED Yes No
Part 2
Yes No
Yes No
Figure 4C-7 or Figure 4C-8
Pedestrians per hour for any 1 hour 1
AND, The distance to the nearest traffic signal along the major street is greater than 300 ft OR, The proposed traffic signal will not restrict progressive traffic flow along the major street.

Vehicles per hour for any 1 hour 1092 5:00 PM
110
California MUTCD 2026 Edition
(FHWA’s MUTCD 2023 Edition, as amended for use in California) WARRANT 5 - School Crossing SATISFIED YES NO
(Parts A and B Must Be Satisfied)
Part A SATISFIED Yes No
Gap/Minutes and # of Children
Gaps < Minutes Yes No
AND Children > 20/hr Yes No
Yes No
Part B
Yes No
Yes No
WARRANT 6 - Coordinated Signal System SATISFIED YES NO
(All parts must be satisfied)
Yes No
Yes No
WARRANT 7 - Crash Warrant SATISFIED YES NO
(All parts must be satisfied)
YES NO
YES NO
P
X
X

X YES NO
X
P

P YES NO
X
WARRANT 8 - Roadway Network SATISFIED YES NO
(All Parts Must Be Satisfied)
P
YES NO
1000 Veh/Hr OR
Hwy. System Serving as Principal Network for Through Traffic Rural or Suburban Highway Outside Of, Entering, or Traversing a City Appears as Major Route on an Official Plan
YES NO
Figure 4C-101. Traffic Signal Warrants Worksheet (Sheet 5 of 5) Any Major Route Characteristics Met, Both Streets
The distance to the nearest traffic signal along the major street is greater than 300 ft OR, The proposed traffic signal will not restrict progressive traffic flow along the major street.

Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce the crash frequency. 5 OR MORE
N/A
During Typical Weekday Peak Hour (03:00 PM - 04:00 PM) 1334 Veh/Hr and has 5-year projected traffic volumes that meet one or more of Warrants 1, 2 and 3 during an average weekday
During Each of Any 5 Hrs. of a Sat. and/or Sun _____ Veh/Hr

ONE CONDITION

SATISFIED

MINIMUM

REPORTED

CRASHES
✓
≥1000 ft N ____ ft, S >1,000 ft, E ≈ 985 ft, W ≈ 2,210 ft 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.

Gaps vs
Minutes
Minutes Children
Using Crossing

MINIMUM VOLUME

REQUIREMENTS

ONE CONDITION
SATISFIED 80%
Warrant 1, Condition A - Minimum Vehicular Volume

ENTERING VOLUMES - ALL APPROACHES
AND, Consideration has been given to less restrictive remedial measures.

OR, Warrant 4, Pedestrian Volume Condition - Ped Vol ≥ 80% of Figure 4C-5 through Figure 4C-8 2 crashes (01/07/2024 - 10/16/2024)

FULFILLED

MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED

REQUIREMENTS

CONDITIONS
Number of
Adequate Gaps
School Age Pedestrians Crossing Street/hr

MAJOR ROUTE B
OR, Warrant 1, Condition B - Interruption of Continuous Traffic ✓
✓ x
x
x
1 Table 4C-2, Angle crashes and pedestrian crashes
OR, Table 4C-2, Fatal-and-injury angle crashes and pedestrian crashes OR, Table 4C-3, Angle crashes and pedestrian crashes
OR, Table 4C-3, Fatal-and-injury angle crashes and pedestrian crashes 111

Atherton City CouncilJune 17, 2026

Atherton City Council
June 17, 2026