Attachment 5 Santiago Canyon Road (Villa Park Road) MPAH Amendment Traffic Study

Transportation Assessment of
Proposed Amendment to the
Master Plan of Arterial Highways
(MPAH) for Villa Park Road
Prepared for:

Orange County Public Works
March 2024
OC23-0971.01
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Table of Contents

Executive Summary ....................................................................................................................... 5

1. Introduction ............................................................................................................................... 6 Study Area ....................................................................................................................................................................................... 6 Study Intersections .............................................................................................................................................................. 6 Study Segments ................................................................................................................................................................... 6 Analysis Scenarios ........................................................................................................................................................................ 7 Report Outline ............................................................................................................................................................................... 7

2. Analysis Methodology .............................................................................................................. 9 Roadway LOS Methodology .................................................................................................................................................... 9 Intersection LOS Methodology .............................................................................................................................................. 9 Signalized Intersection Queueing Methodology...........................................................................................................10 Peak Hour Traffic Signal Warrants.......................................................................................................................................10 Multi-modal LOS Methodology ...........................................................................................................................................10 Collision Review ..........................................................................................................................................................................11 Data Collection ............................................................................................................................................................................11 Future Year Forecasting Methodology ..............................................................................................................................11

3. Existing (2023) Conditions ..................................................................................................... 13 LOS Analysis .................................................................................................................................................................................13 Queuing Analysis ........................................................................................................................................................................13 Signal Warrants ...........................................................................................................................................................................14 Collision Review ..........................................................................................................................................................................14

4. Future Year (2045) Conditions ............................................................................................... 15 LOS Analysis .................................................................................................................................................................................15 Queueing Analysis .....................................................................................................................................................................16 Signal Warrants ...........................................................................................................................................................................16

5. Recommendations .................................................................................................................. 17 Villa Park Road Between Wanda Street and Hewes Street ........................................................................................17 Villa Park Road Between Hewes Street and Cannon Street ......................................................................................20 LOS Results with Recommended Improvements ..........................................................................................................23

6. Vehicle Miles Traveled (VMT) Assessment ........................................................................... 27 Attachment 5
List of Figures
Figure 1: Study Area ........................................................................................................................................................................... 8 Figure 2: Recommended Roadway Cross-section for Villa Park Road Between Wanda Street and Lemon Street ............................................................................................................................................................................. 18 Figure 3: Recommended Roadway Cross-section for Villa Park Road Between Lemon Street and Hewes Street ............................................................................................................................................................................. 19 Figure 4: Recommended Roadway Cross-section for Villa Park Road Between Hewes Street and Cannon Street ............................................................................................................................................................................. 22 List of Tables
Table 1: MPAH Designation ............................................................................................................................................................ 5 Table 2: Intersection LOS Grades ............................................................................................................................................... 10 Table 3: Pending/Approved Developments .......................................................................................................................... 12 Table 4: Future Year Roadway LOS with Improvements ................................................................................................... 23 Table 5: Future Year Intersection LOS with Improvements ............................................................................................. 24 Table 6: Future Year Multi-modal LOS with Improvements ............................................................................................ 24 Table 7: Future Year 95th Percentile Queues with Improvements ................................................................................. 25 Table 8: Cannon Street/Santiago Canyon Road Future Year Intersection LOS Alternative Results, PM Peak Hour ............................................................................................................................................................................... 26 Attachments
Attachment A: Traffic Volume Data ......................................................................................................................... A1 Attachment B: Analysis Results................................................................................................................................. A2 Attachment C: Intersection Level of Service Analysis Worksheets ....................................................................... A3 Attachment D: Intersection Queueing Analysis Worksheets ................................................................................ A4 Attachment E: Traffic Signal Warrants ..................................................................................................................... A5 Attachment F: Collision Data .................................................................................................................................... A6 Attachment G: Intersection Improvements ............................................................................................................. A7 Attachment 5
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5 Executive Summary
Fehr & Peers completed a transportation assessment to evaluate the roadway designation in the Master Plan of Arterial Highways (MPAH) for Villa Park Road. The study covers Villa Park Road from Wanda Street to Cannon Street, spanning the jurisdictions of the City of Orange, City of Villa Park, and Unincorporated Orange County. This assessment consisted of a review of operations (in the form of LOS and queueing), safety, and user comfort (particularly for non-auto modes). This led to us identifying suggested future lane configurations and bike/ped facilities, which in turn, led to a recommendation regarding the most appropriate MPAH designation.

Villa Park Road between Hewes Street and Cannon Street is a four-lane Primary Arterial and is planned to be a six-lane Major Arterial based on the current MPAH designation. The Orange County Transportation Authority (OCTA) MPAH Guideline (August 2017), designates a Major Arterial highway as a six-lane divided (raised or painted) roadway, with a typical right-of-way width of 120 feet. The right-of-way for Villa Park Road between Hewes Street and Cannon Street is 100 feet, which excludes the off-street trail on the north side of the roadway (Table 1). According to our operations and cross-section analysis, a five- lane Primary Arterial (three westbound lanes and two eastbound lanes) will be sufficient to serve future traffic demand and can fit within the available right-of-way.

Table 1: MPAH Designation
Facility Extent Current Designation Proposed Designation Villa Park Road Hewes Street to Cannon Street Major Arterial (Divided 6-lane) Primary Arterial (Divided 5-lane) Villa Park Road Wanda Street to Hewes Street Primary Arterial (Divided 4-lane) Primary Arterial (Divided 4-lane) Note: Proposed designation that differ from the current MPAH designation is highlighted in bold.

Source: Fehr & Peers, 2023.

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6 1. Introduction
Study Area
Through coordination with Orange County Transportation Authority (OCTA), Orange County Public Works, and the cities of Villa Park and Orange, 15 study intersections and 15 study roadway segments were identified for this assessment (Figure 1). This study evaluated parallel roadway segments and intersections along the corridor to better understand traffic operations in the area and to help guide recommendations along Villa Park Road.

Study Intersections

1. Wanda Road and Villa Park Road (Signalized)

2. Kathleen Lane and Villa Park Road (Side-Street Stop Control [SSSC])1

3. Morrow Circle and Villa Park Road (SSSC)

4. Prado Woods Drive and Villa Park Road (SSSC)

5. Kenwick Drive and Villa Park Road (SSSC)

6. Radec Court and Villa Park Road (SSSC)

7. Center Drive and Villa Park Road (Signalized)

8. Park Villa Lane and Villa Park Road (SSSC)

9. Lemon Street and Villa Park Road (Signalized)

10. Hewes Street and Villa Park Road (Signalized)

11. Linda Vista Street and Villa Park Road (SSSC)

12. Cannon Street and Santiago Canyon Road (Signalized)

13. Cannon Street and Taft Avenue (Signalized)

14. Cannon Street and Serrano Avenue (Signalized)

15. Cannon Street and Loma Street (SSSC)
Study Segments

1. Villa Park Road between Wanda Road and Center Drive

2. Villa Park Road between Center Drive and Hewes Street

3. Villa Park Road between Hewes Street and Cannon Street

4. Santiago Canyon Road east of Cannon Street

5. Taft Avenue between Santiago Boulevard and Center Drive

6. Taft Avenue between Center Drive and Cannon Street

1 In the HCM methodology, Side-Street Stop Controlled (SSSC) intersection is analyzed as Two-Way Stop Control (TWSC).

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7 7. Serrano Avenue east of Cannon Road

8. Santiago Boulevard north of Taft Avenue

9. Wanda Road between Villa Park Road and Taft Avenue

10. Wanda Road south of Villa Park Road

11. Hewes Street south of Villa Park Road

12. Cannon Street north of Serrano Avenue

13. Cannon Street between Taft Avenue and Serrano Avenue

14. Cannon Street between Santiago Canyon Road and Taft Avenue

15. Cannon Street south of Santiago Canyon Road
Analysis Scenarios
To determine the existing and future needs of the transportation network, Fehr & Peers considered the following scenarios in the analysis:
• Existing (2023) Conditions – Consists of traffic counts collected on April 26, 2023, a typical weekday during an event at Angels Stadium.
• Future Year (2045) Conditions – Consists of traffic forecasts estimated using the County of Orange’s travel demand forecasting model, OCTAM.

Report Outline
The remainder of this report contains the following chapters:
• Chapter 2 – Analysis Methodology
• Chapter 3 – Existing (2023) Conditions
• Chapter 4 – Future Year (2045) Conditions
• Chapter 5 – Recommendations
• Chapter 6 – Vehicle Miles Traveled (VMT) Assessment

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TaftAve
Wanda Rd
Cannon St
Santiago CynRd
Serran
o AveMesa Dr
Lemon StCenter Dr
Santiago Blvd
Villa Park Rd
Hewes
St
Katella Ave
Loma St
Santiago Blvd
Orange
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1 2 3 4 5 6 7 8 9
10 12
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13 3
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6 ! Study Intersections
Study Segments
City of Villa Park
City of Orange
Unincorporated Orange County
OC23-0971.01
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Figure 1: Study Intersections and Segments
Villa Park Road MPAH Amendment
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9 2. Analysis Methodology
This study provides a review of vehicle and multi-modal traffic operations through the corridor.

Roadway LOS Methodology
Study segments were evaluated based on V/C ratios, which were calculated by comparing Average Daily Traffic (ADT) to the theoretical daily capacity. This calculation does not indicate the service level throughout the course of the day, but rather provides a rough estimate of what the service level will be at the primary intersections during peak hours. Roadway capacities for all existing and planned facilities were referenced from the Guidance for Administration of Orange County Master Plan of Arterial Hig hways, Orange County Transportation Authority (2017), which documents capacities necessary to achieve LOS A through LOS E for various roadway classifications. A threshold of LOS E was utilized for all V/C calculations in conformance with the MPAH. The LOS grades and descriptions for segments are summarized in Table

2. Per each jurisdiction’s requirements, LOS C is used as the limit of acceptable performance.

Intersection LOS Methodology
Consistent with the County’s Transportation Implementation Manual (2020), all signalized study intersections within the study area were analyzed utilizing the ICU methodology. ICU methodology reports the volume-to-capacity (V/C) ratio for signalized intersections. The V/C ratio is determined by evaluating the critical movements for each intersection and comparing them to the critical movement capacity of the intersection. For all ICU calculations, a saturation flow rate of 1,700 vehicles per hour per lane (vphpl) and 5% lost time was used.

As the ICU methodology doesn’t account for signal timing parameters and several other factors, all signalized intersections were also analyzed using the Transportation Research Board (TRB) Highway Capacity Manual, 7th Edition (HCM) methodology. HCM methodology uses signal timing inputs to estimate the average control delay for vehicles at signalized intersections.

All unsignalized intersections were analyzed using HCM methodology, which estimates the worst-case lane delay for side-street stop-controlled intersections. Traffic signal warrants were conducted for unsignalized intersections operating worse than the LOS standards.

After the quantitative V/C or delay estimates are complete, the methodologies assign a qualitative letter grade which represents the operations of the intersection. These grades range from level of service (LOS) A (minimal delay) to LOS F (excessive congestion). LOS E represents at-capacity operations. Descriptions of the LOS letter grades for intersections are provided in Table 2.

All ICU and HCM intersection operation analysis was performed using the PTV Vistro 2020 and Synchro 11 software, respectively. Per each jurisdiction’s requirements, LOS D is used as the limit of acceptable performance.

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10 Table 2: Intersection LOS Grades
Level Of
Service Description
Signalized
Volume-to-
Capacity (V/C)
Signalized
Delay
(Seconds)
Unsignalized
Delay
(Seconds)
A Operations with very low delay occurring with favorable progression and/or short cycle length 0.000-0.600 < 10.0 < 10.0 B Operations with low delay occurring with good
progression and/or short cycle lengths 0.601-0.700 > 10.0 to

20.0 > 10.0 to 15.0
C
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual cycle failures begin to appear

0.701-0.800 > 20.0 to

35.0 > 15.0 to 25.0
D
Operations with longer delays due to a combination of
unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable

0.801-0.900 > 35.0 to

55.0 > 25.0 to 35.0
E
Operations with high delay values indicating poor
progression, long cycle lengths, and high V/C ratios.

Individual cycle failures are frequent occurrences

0.901-1.000 > 55.0 to

80.0 > 35.0 to 50.0
F
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or
very long cycle lengths
Greater than

1.000 > 80.0 > 50.0
Source: Fehr & Peers, 2023.

Signalized Intersection Queueing Methodology
The HCM methodology was also used to evaluate signalized intersection turn-lane storage capacities.

Storage capacities were compared against 95th percentile queue estimates using the Synchro 11 software.

Peak Hour Traffic Signal Warrants
The Peak Hour Traffic Signal Warrant (California Manual on Uniform Traffic Control Devices (MUTCD) 2014 Edition) is intended to examine whether a signal is justifiable, but it does not mandate that a signal be installed. Peak hour traffic signal warrants were conducted for all unsignalized intersections operating below acceptable LOS standards.

Multi-modal LOS Methodology
In an effort to provide quantitative data for all user groups, Fehr & Peers developed PersonDelay+, a tool utilizing HCM methodology that provides a more complete picture of how all users are affected by intersection operations. PersonDelay+ reports person delay for all users: vehicle drivers and passengers, pedestrians, and bicyclists for signalized intersections. The data needed is routinely collected as part of the traffic analyses and Complete Streets studies, including capacity, average passenger occupancy, cycle length and effective green time. The LOS grades and descriptions are consistent with the information Attachment 5

11 provided in Table 2. None of the jurisdictions have adopted standards for multi-modal LOS analysis.

Therefore, we assumed that LOS D is used as the limit of acceptable performance.

LOS grades below LOS D indicate that on average each person waits over a minute to cross the intersection on foot or by bike. Generally, bike delays are similar to vehicle delays, but that average intersection delay is weighted by measured bicycle counts. Pedestrian delay is a factor of the intersection cycle length and green times that cause the pedestrians to wait for a walk signal.

Collision Review
Vehicle collisions with bicycles and pedestrians along the corridor were reviewed to evaluate potential trends. Data was pulled from the last five years from the Transportation Injury Mapping System (TIMS) database which summarizes reported California crash data from the Statewide Integrated Traffic Records System (SWITRS).

Data Collection
Turning movement and daily traffic counts were collected on Wednesday, April 26 th, 2023. Counts were collected on this day to represent peak travel demand in the area. On this day school was in session and a special event (baseball game) was happening at Angels Stadium. This later condition, an event at Angels Stadium or Honda Center, occurs on over a third of the days per calendar year.

Turning movement counts were collected during typical peak commute periods (7:00 AM – 9:00 AM and 4:00 PM to 6:00 PM), and vehicle classifications and bicycle and pedestrian counts were collected at select roadway segments and intersections, respectively. Signal timings were obtained from appropriate jurisdictions.

Future Year Forecasting Methodology
The Orange County Transportation Analysis Model (OCTAM) version 5.0 was utilized to prepare traffic forecasts. OCTAM is consistent with the 2020 SCAG Regional Transportation Plan/Sustainable Communities Strategy (2020 RTP/SCS) with a 2016 base year and a 2045 future year and is the most appropriate model for use in this project because it includes the most recent land use and roadway information for the area. Pending development proposals in the surrounding study area were confirmed with the City of Orange, City of Villa Park, and County staff to account for major pending and approved land use projects (Table 3).

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12 Table 3: Pending/Approved Developments
Project
Name Jurisdictions Location Quantity Units
Milan
Property
City of
Orange
North of Santiago Canyon Road
between Cannon Street and
Orange Park Boulevard
200 Dwelling Units
Orange
Heights
City of
Orange
South of Santiago Canyon Road,
east of Jamboree Road 1,180 Dwelling Units
Villa Park
RV
Parking
Orange
County
Southeast Corner of Hewes Street
and Villa Park Road 69,095 Square Feet
Source: Fehr & Peers, 2023.

Traffic forecasts for study intersections and segments were developed using the Difference Method which is consistent with methodologies delineated in the National Cooperative Highway Research Program Report (NCHRP) 765 published by the Transportation Research Board (TRB): Analytical Travel Forecasting Approaches for Project Level Planning and Design (Transportation Research Board, 2014) . In this study, the Base Year and Future Year model outputs were used to calculate a model growth for the study area, which was then applied to existing traffic volumes to develop 2045 forecasts. Bicycle and pedestrian volumes were assumed to be similar in future conditions.

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13 3. Existing (2023) Conditions
LOS Analysis
The existing turning movements and daily traffic volumes are summarized in Attachment A. Existing volumes were utilized along with existing lane configurations to conduct the ICU and HCM analysis. The existing segment, intersection LOS, and multi-modal LOS results are summarized in Attachment B, respectively. LOS worksheets are provided in Attachment C.

All roadway segments operate at LOS C or better except the following:

13. Cannon Street between Taft Avenue and Serrano Avenue (LOS E)

14. Cannon Street between Santiago Canyon Road and Taft Avenue (LOS D) All unsignalized intersections operate at LOS E or F, except Trenton Avenue and Villa Park Road. These intersections have stop control for the side-street, and HCM uses the worst-case movement delay to estimate the intersection LOS. All side-streets have relatively low volumes, which results in only a few vehicles experiencing high delays at the intersections. Since adjacent traffic signals typically meter traffic and provide gaps for stop-controlled movements to be made, gaps in traffic are likely resulting in less delay for the stop-controlled movements than reflected in the LOS analysis.

The following three signalized intersections operate at worse than LOS D in the ICU and/or HCM analysis:

12. Cannon Street and Santiago Canyon Road (HCM PM LOS E)

13. Cannon Street and Taft Avenue (ICU PM LOS E and HCM AM LOS E)

14. Cannon Street and Serrano Avenue (ICU PM LOS E)
The following two signalized intersections along the Villa Park Road operate at worse than LOS D in the multi-modal LOS analysis. The intersection Wanda Road and Villa Park Road has the highest pedestrian and bike volumes in the corridor (26 at the peak in the AM and 21 at the peak in the PM). Pedestrians on average wait approximately a minute to cross the intersection. The intersection of Hewes Street and Villa Park Road has fewer bikes and peds (5 at the peak in the AM and 9 at the peak in the PM) with th e greatest delays for those crossing Villa Park Road.

1. Wanda Road and Villa Park Road (Pedestrian AM and PM LOS E)

10. Hewes Street and Villa Park Road (Bike and Pedestrian AM and PM LOS E) Queuing Analysis
The queuing analysis was prepared for the intersection of Cannon Street and Villa Park Road since it is the only signalized intersection along Villa Park Road that doesn’t meet the County’s LOS standard. The intersections queuing analysis is summarized in Attachment B and detailed queueing worksheets are Attachment 5

14 provided in Attachment D. The northbound left and southbound left exceed the available storage, and the eastbound left is at capacity.

Signal Warrants
We evaluated the signal warrants for the seven unsignalized intersections which don’t meet the County’s LOS standards along Villa Park Road. Only the intersection of Linda Vista Street and Villa Park Road meets the peak hour signal warrant2 (Attachment E).

Collision Review
The bicyclist and pedestrian collisions were reviewed from 2018 to 2022, acquired from the Transportation Injury Mapping System (TIMS), which is the most recent data available. There were three reported bike collisions and one pedestrian-involved collision along Villa Park Road between Wanda Road and Cannon Road from 2018 to 2022, which accounts for 29% of the total 14 collisions (Attachment F). The three bike collisions all occurred at the Villa Park Road and Wanda Road intersection, while the pedestrian involved collision occurred at Villa Park Road, 225 feet west of Cannon Street. The severity level of the four collisions was “visible injury”.

2 Traffic Signal Warrant Disclaimer: This analysis is intended to examine the general correlation between the planned level of existing facility and the need to install new traffic signals. It estimates existing traffic compared against a sub-set of the standard traffic signal warrants recommended in the Federal Highway Administration Manual on Uniform Traffic Control Devices and associated State guidelines. This analysis should not serve as the only basis for deciding whether and when to install a signal. To reach such a decision, the full set of warrants should be investigated based on field-measured, rather than forecast, traffic data and a thorough study of traffic and roadway conditions by an experienced engineer. Furthermore, the decision to install a signal should not be based solely upon the warrants, since the installation of signals can lead to certain types of collisions. The responsible state or local agency should undertake regular monitoring of actual traffic conditions and accident data, and timely re- evaluation of the full set of warrants in order to prioritize and program intersections for signalization.

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15 4. Future Year (2045) Conditions
LOS Analysis
To accurately model the future year roadway network, Fehr & Peers referenced the OCTA 2023 MPAH, 2020 SCAG Regional Transportation Plan and Sustainable Communities Strategy (RTP/SCS), and coordinated with relevant jurisdictions to identify roadway improvements in the study area. The following roadway improvements were assumed in the future year assessment:
• Wanda Road south of Villa Park Road is widened from three to four lanes (MPAH) • Cannon Street between Santiago Canyon Road and Serrano Avenue is widened in the northbound direction from two to three lanes (City of Orange)
The MPAH identifies Villa Park Road, between Hewes Street and Cannon Street, as six lanes (currently four lanes). The widening was assumed in the modeling and forecasting efforts to analyze unconstrained demand but was not assumed in the intersection and segment operations analysis.

Future year turning movements and daily traffic volumes are provided in Attachment A and were utilized along with future year lane configurations to conduct the ICU and HCM analysis. Consistent with standard practice, the HCM analysis assumes routine traffic signal maintenance would occur, and signal timing parameters would be optimized to accommodate future traffic volumes.

The future year roadway segment, intersection LOS, and multi-modal LOS results are summarized in Attachment B. LOS worksheets are provided in Attachment C.

The following roadway segments are forecast to operate below County’s LOS C standard:

3. Villa Park Road between Hewes Street and Cannon Street (LOS D)

4. Santiago Canyon Road east of Cannon Street (LOS D)

13. Cannon Street between Taft Avenue and Serrano Avenue (LOS D)

The roadways surrounding Villa Park Road have sufficient capacity to accommodate increased traffic, but Villa Park Road provides the most desirable east/west street in the area and is forecast to have high demand. The segments between Hewes Street and Cannon Street are estimated to not meet the County’s LOS standard. There is a significant demand for northbound/southbound traffic on Cannon Street north of Villa Park Road and Hewes Street south of Villa Park Road. This analysis confirms widening Villa Park Road between Hewes Street and Cannon Street is necessary for it to operate within the County’s LOS standards.

The side street movements for all unsignalized intersections are forecast to operate at LOS E or F or worse. However, all the side-streets have relatively low volumes, which results in only a few vehicles experiencing high delays at the intersections. Since adjacent traffic signals typically meter traffic and Attachment 5

16 provide gaps for stop-controlled movements to be made, gaps in traffic are likely being underestimated and conditions will be better than the analysis suggests.

The following four signalized intersections are forecast to operate at LOS E or F in the ICU and/or HCM analysis:

10. Hewes Street and Villa Park Road (ICU and HCM AM LOS E)

12. Cannon Street and Santiago Canyon Road (ICU AM and PM LOS E)

13. Cannon Street and Taft Avenue (ICU and HCM AM LOS E)

14. Cannon Street and Serrano Avenue (ICU AM LOS F)
The following three signalized intersections along the Villa Park Road are forecast to operate at LOS E using a multi-modal LOS analysis. Similar to existing conditions, the pedestrian wait time to cross is on average over a minute at Wanda Street and Hewes Street. The wait times to cross at the intersection of Villa Park Road and Cannon Street is also forecast to be over a minute on average which is worse than existing conditions.

1. Wanda Road and Villa Park Road (Pedestrian AM and PM LOS E)

10. Hewes Street and Villa Park Road (Bike and Pedestrian AM and PM LOS E)

12. Cannon Street and Santiago Canyon Road (Bike and Pedestrian PM LOS E) Queueing Analysis
The intersections of Hewes Street/Villa Park Road and Cannon Street/Villa Park Road are the only signalized intersections along Villa Park Road that will fail to meet the County’s LOS standards. The queuing analysis is summarized in Attachment B and detailed queueing worksheets are provided in Attachment D. The queues at the following movements exceed available storage capacities:
• Hewes Street and Villa Park Road: westbound left-turn • Cannon Street and Santiago Canyon Road: eastbound left-turn, northbound left-turn and southbound right-turn
Signal Warrants
Peak hour signal warrants for the unsignalized intersections which operate below County’s standards along Villa Park Road are provided in Attachment E. Only the intersection of Linda Vista Street and Villa Park Road meets peak hour signal warrant.

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17 5. Recommendations
The recommendations below will provide acceptable operating conditions within the existing right-of-way and built curb-to-curb width.

The future forecasts along Villa Park Road indicate that more capacity is needed between Hewes Street and Cannon Street to effectively serve the future demand. This assessment concluded that an additional westbound through lane on Villa Park Road between Hewes Street and Cannon Street would be the best use of the available right-of-way to increase capacity, meet operational goals, and limit impacts to adjacent properties.

In addition to capacity improvements, we recommend bicycle and pedestrian treatments to improve conditions along the corridor.

Villa Park Road Between Wanda Street and Hewes Street
This segment of Villa Park Road has sufficient capacity to meet future traffic demands. While the unsignalized intersections are not forecast to meet the County’s standards, they are also not anticipated to meet the warrants for a signal. The analysis does not consider the effects of upstream signals in creating gaps, and the County should monitor the unsignalized intersections for potential signalization if delays become unreasonable.

To improve bicyclist and pedestrian safety and comfort, we recommend restriping the corridor to provide a three-foot buffer between the bike lane and travel lanes, narrowing the two vehicle lanes to 12 feet and 11 feet. The recommended restriping can occur within the available right-of-way and existing curb-to- curb width, without affecting the exiting raised median. This design would provide a six-foot bike lane between Wanda Street and Lemon Street and an eight-foot bike lane between Lemon Street and Hewes Street. The recommended roadway cross-section for Villa Park Road between Wanda Street and Lemon Street is shown on Figure 2, and the recommended cross-section for Villa Park Road between Lemon Street and Hewes Street is shown on Figure 3.

The buffer will enhance the visibility of the bike lane and increase the separation between motor vehicles and bicyclists. The buffered bike lane also provides space for bicyclists to pass another bicyclist without encroaching into the adjacent motor vehicle lane. According to the guidelines from U.S. Department of Transportation Federal Highway Administration (FHWA), the range of lane widths for urban arterials and collectors ranges from 10 to 12 feet.3 The Orange County Highway Design Manual Section 1003.2 requires a Class II bike lane on a curbed street to be a minimum of five feet.

3 Table 3: Range for Lane Width, U.S. Department of Transportation Federal Highway Administration, https://safety.fhwa.dot.gov/geometric/pubs/mitigationstrategies/chapter3/3_lanewidth.cfm Attachment 5
10' 6' 3' 12' 11' 16' 11' 12' 3' 6' 10'
100'
Figure 2: Roadway Cross-section for Villa Park Road Between Wanda Street and Lemon Street 10' 6' 14' 12' 16' 12' 14' 6' 10'
WB Side EB Side
Recommended
Existing
Attachment 5
8' 8' 3' 12' 11' 14' 11' 12' 3' 8' 10'
100'
Figure 3: Recommended Roadway Cross-section for Villa Park Road Between Lemon Street and Hewes Street 8' 8' 14' 12' 14' 12' 14' 8' 10'
WB Side EB Side
Existing
Recommended
Attachment 5

20 Villa Park Road Between Hewes Street and Cannon Street This segment of Villa Park Road will degrade to LOS D, which is below the County’s standard. The signalized intersection of Hewes Street and Villa Park Road will not meet the County’s standard, and conditions are forecast to worsen at the signalized intersection of Cannon Street and Villa Park Road and unsignalized intersection of Linda Vista Street and Villa Park Road. Vehicle queues at each of these intersections are forecast to extend past available storage, in some cases as far as to adjacent intersections.

To provide conditions that meet the County’s operating standards, we recommend the westbound direction of the segment be restriped from two to three lanes between Hewes Street and Cannon Street.

This recommendation requires the narrowing of through travel lanes and the center median to 11 feet each to accommodate a third 11-foot westbound vehicle lane. Further, we recommend extending the bike buffer to Cannon Street from Hewes Street by modifying the existing eight-foot Class II bike lane to a five-foot bike lane and a three-foot striped buffer. The recommended cross-section for Villa Park Road between Hewes Street and Cannon Street is shown on Figure 4.

In addition to the broader recommendations of a third westbound through lane and bike buffer, these elements should be included in future plans which are shown in Attachment G:

Hewes Street and Villa Park Road
• Restripe the westbound approach to add a trap westbound left-turn lane (two total left-turn lanes)
• Extend the westbound left-turn pocket to 450 feet
Linda Vista Street and Villa Park Road
• Signalize the intersection
• Restripe the intersection to add a westbound through lane (three total through lanes) Cannon Street and Santiago Canyon Road
• Stripe a westbound through lane (three total through lanes) • Add a westbound receiving lane (three total through lanes) • Restripe one southbound through lane into a trap right-turn lane (two total right-turn lanes) • Restripe shared southbound through/left lane into a southbound through lane (one total through lane)
• Restripe the existing Class II bike lane between the southbound left-most right-turn lane and the through lane
• Update northbound and southbound signal phasing from split to protected phasing.

Attachment 5

21 The recommended improvement above would meet operational goals and balance multimodal needs along the corridor without requiring roadway widening or additional right-of-way. The recommended cross section provides fewer lanes than what is currently planned in the City of Orange’s General Plan Circulation Element. This improvement would not prevent a future project from consideration if future traffic conditions warranted three lanes in each direction.

Fehr & Peers considered other alternatives for the Cannon Street and Santiago Canyon Road intersection but found them to operate inadequately during the PM peak hour. These alternatives were similar to the recommended improvement with a reduction in westbound through lanes and a southbound channelized right turn lane (that would provide a free southbound right movement). A focused alternatives analysis that summarizes average delay results for these alternatives is provided in Table 8 and was used to screen these alternatives for further consideration.

Attachment 5
5' 5' 8' 5' 3' 11' 11' 11' 11' 11' 11' 3' 5' 10'
110'
Figure 4: Recommended Roadway Cross-section for Villa Park Road Between Hewes Street and Cannon Street 5' 5' 8' 8' 14' 12' 14' 12' 14' 8' 10'
110'
WB Side EB Side
Existing
Recommended
Attachment 5

23 LOS Results with Recommended Improvements
The recommended improvements above will provide acceptable daily roadway LOS, peak hour LOS and queues within provided storage. The bicycle and pedestrian delays will also be reduced by the capacity improvements, though not to better than LOS D conditions. Table 4 summarizes the daily roadway segment LOS results with the improvement. The intersection peak hour LOS and queueing results for the proposed improvements are summarized in Tables 5, 6, and 7, and LOS and queuing worksheets are provided in Attachments C and D.

Additional directional traffic volume and capacity calculations are provided for Villa Park Road between Hewes Street and Cannon Street. The westbound direction ADT volumes are approximately 1,700 vehicles higher in the existing condition traffic counts and the future forecast westbound ADT is approximately 2,600 vehicles higher than the eastbound direction. As shown, the capacity assessment for the 5 -lane cross section as well as the eastbound or westbound isolated direction capacity assessment all result in LOS C or better conditions, further justifying the recommendation for the additional lane in only the westbound direction.

Table 4: Future Year Roadway LOS with Improvements
Segment Lanes ADT Capacity V/C LOS
No Improvements
Villa Park Road between Hewes Street and Cannon Street 4 30,400 37,500 0.81 D With Improvements
Villa Park Road between Hewes Street and Cannon Street 5 30,400 46,900 0.65 B Villa Park Road between Hewes Street and Cannon Street (Eastbound) 2 13,900 18,760 0.74 C Villa Park Road between Hewes Street and Cannon Street (Westbound) 3 16,500 28,140 0.59 A Note(s):

1. Bold symbolizes segment operates below Jurisdictions' LOS standards.

2. Capacities for LOS E were referenced for arterial types from the MPAH.

3. The MPAH does not list capacities for five-lane facilities. The five-lane capacity was estimated by interpolating between the four-lane and 6-lane divided arterial types.

Source: Fehr & Peers, 2023.

Attachment 5

24 Table 5: Future Year Intersection LOS with Improvements Intersection Control Methodology Peak
Hour
Future Year without
Improvements
Future Year with
Improvements
V/C / Delay LOS V/C / Delay LOS

10. Hewes Street and
Villa Park Road Signalized ICU / HCM AM
PM

0.955 / 70

0.889 / 25
E / E
D / C

0.733 / 41

0.791 / 19
C / D
C / B

11. Linda Vista Street
and Villa Park Road
TWSC/
Signalized HCM AM
PM
>100
>100
F
F

0.495 / 14

0.526 / 6
A / B
A / A

12. Cannon Street and
Santiago Canyon
Road
Signalized ICU / HCM AM
PM

0.914 / 49

0.935 / 47
E / D
E / D

0.768 / 36

0.828 / 54
C / D
D / D
Note(s):

1. “>100” is reported for highly congested movements where more than 100 seconds is reported.

2. Bold symbolizes segment operates below Jurisdictions' LOS standards.

Source: Fehr & Peers, 2023.

Table 6: Future Year Multi-modal LOS with Improvements Intersection Mode Peak
Hour
Future Year without
Improvements
Future Year with
Improvements
Delay LOS Delay LOS

1. Wanda Road and Villa Park Road Bike/
Pedestrian
AM 14.2 / 73.0 B / E 14.2 / 73.0 B / E
PM 47.8 / 60.4 D / E 47.8 / 60.4 D / E

9. Lemon Street and Villa Park Road Bike/
Pedestrian
AM 5.8 / 8.3 A / A 5.8 / 8.3 A / A
PM 6.2 / 9.6 A / A 6.2 / 9.6 A / A

10. Hewes Street and Villa Park Road Bike/
Pedestrian
AM 62.7 / 63.9 E / E 62.6 / 63.9 E / E
PM 58.7 / 65.6 E / E 47.1 / 50.6 D / D

12. Cannon Street and Santiago Canyon
Road
Bike/
Pedestrian
AM 22.8 / 42.2 B / D 19.8 / 41.0 B / D
PM 64.3 / 76.8 E / E 39.5 / 49.5 D / D
Source: Fehr & Peers, 2023.

Attachment 5

25 Notes:

1. Queues were calculated using HCM 7th methodologies and are rounded up to the nearest 25-foot increment.

2. “EB” = eastbound, “WB” = westbound, “NB” = northbound, “SB” = southbound, “L” = left, “T” = through, “R” = right.

3. Hewes Street and Villa Park Road WBL turn pocket is proposed to be widened to 450’ under Future Year with Improvements conditions.

4. Bold symbolizes movement is at or exceeds available storage capacity.

5. U nderlined symbolizes movement is at capacity.

Source: Fehr & Peers, 2023.

Table 7: Future Year 95th Percentile Queues with Improvements Intersection Movement Storage (ft) Peak Hour
Future Year
without
Improvements
Future Year with
Improvements
Queue (ft) Queue (ft)

10. Hewes Street and
Villa Park Road
EBT >1,000 AM
PM
1,025
475
825
200
WBL 4253 AM
PM
1,075
350
425
200
WBT 550 AM
PM
425
175
425
150
NBL 550 AM
PM
450
275
425
225
NBR 550 AM
PM
125
225
125
200

12. Cannon Street and
Santiago Canyon Road
EBL 425 AM
PM
175
675
200
425
EBT 675 AM
PM
375
250
500
200
WBL 225 AM
PM
50 50
50 50
WBT >1,000 AM
PM
325
925
175
500
WBR 700 AM
PM
0 625
0 575
NBL 150 AM
PM
225
125
150
125
NBT 500 AM
PM
125
350
125
325
SBL 550 AM
PM
475
250
550
350
SBT >1,000 AM
PM
475
275
450
300
SBR 400 AM
PM
1,025
600
75 75
Attachment 5

26 Table 8 shows the forecasted intersection operations at Intersection 12: Cannon Street and Santiago Canyon Road under the three considered alternatives. Only Alternative 1 provides acceptable conditions during the PM peak hour.

Table 8: Cannon Street/Santiago Canyon Road Future Year Intersection LOS Alternative Results, PM Peak Hour
Alternative Methodology
Future Year with
Improvements
Delay (sec) LOS
Alternative 1 (Recommended):

Three WB Through Lanes
Two SB Right Turn Lanes
HCM 36 D
Alternative 2:

Two WB Through Lanes
Two SB Right Turn Lanes
HCM 59 E
Alternative 3:

Two WB Through Lanes
One SB Right Turn Lane (Channelized)
HCM 64 E
Source: Fehr & Peers, 2024.

Attachment 5

27 6. Vehicle Miles Traveled (VMT)
Assessment
Villa Park Road from Lemon Street to west of Cannon Street is planned to be a six -lane Major Arterial in the current MPAH. According to the operations and cross-section analysis, a five-lane design (three westbound lanes and two eastbound lanes) along Villa Park Road between Hewes Street and Cannon Street is sufficient to serve future traffic demand. The above recommendation won’t add additional capacity than what has been assumed in adopted Circulation Plans and EIRs for the County and City of Orange and Villa Park. Since no capacity is being added we can conclude that no VMT will be induced, and that the change to the MPAH designation would result in a less-than-significant transportation impact.

Attachment 5

28 Attachment A: Traffic Volume Data

Attachment 5
Peak Hour Traffic Volumes and Lane Configurations
Existing (2023)
69 (98)
1,093 (909)
38 (42)
113 (61)
105 (102)
977 (1,313)

9. Lemon St/Villa Park Rd
202 (141)
285 (312)
995 (838)
211 (132)
880 (1,274)
450 (240)

10. Hewes St/Villa Park Rd
9 (6)
1 (0)
21 (6)
68 (8)
1,173 (1,120)
39 (22)
103 (19)
0 (0)
27 (9)
99 (13)
1,218 (1,489)
5 (2)

11. Linda Vista St/Villa Park Rd
139 (70)
109 (320)
36 (10)
364 (706)
766 (356)
91 (73)
714 (438)
319 (199)
1,294 (415)
366 (1,477)
469 (996)
16 (13)

12. Cannon St/Villa Park Rd
67 (134)
771 (2,369)
1 (0)
145 (263)
2 (0)
109 (42)
230 (193)
2,217 (1,010)
1 (0)
1 (0)
2 (1)
1 (0)

13. Cannon St/Taft Ave
561 (1,244)
356 (1,388)
1,413 (704)
51 (75)
145 (63)
1,035 (499)

14. Cannon St/Serrano Ave
28 (38)
678 (1,269)
34 (25)
45 (28)
43 (29)
1,419 (751)

15. Cannon St/Mesa Dr
Villa Park Rd
Lemon St
Villa Park Rd
Hewes St
Villa Park Rd
Linda Vista St
Villa Park Rd
Cannon St
Taft Ave
Cannon St
Serrano Ave
Cannon St
Mesa Dr
Cannon St
212 (150)
453 (532)
130 (60)
300 (376)
959 (895)
302 (232)
378 (279)
342 (366)
168 (114)
130 (317)
983 (953)
60 (59)

1. Wanda Rd/Villa Park Rd
8 (4)
1,249 (1,065)
9 (2)
1 (0)
0 (0)
1,134 (1,347)

2. Trenton Ave/Villa Park Rd
4 (4)
7 (1)
1,245 (1,064)
5 (1)
1,130 (1,343)
2 (2)

3. Morrow Cir/Villa Park Rd
14 (18)
1,238 (1,047)
13 (4)
4 (2)
3 (4)
1,119 (1,341)

4. Prado Woods Dr/Villa Park Rd
4 (6)
1,238 (1,043)
7 (8)
3 (0)
0 (3)
1,115 (1,337)

5. Kenwick Dr/Villa Park Rd
1 (1)
2 (0)
1,240 (1,041)
1 (2)
1,115 (1,339)
1 (1)

6. Radec Ct/Villa Park Rd
59 (16)
102 (38)
55 (16)
61 (79)
1,067 (950)
114 (12)
136 (68)
119 (30)
44 (44)
49 (85)
921 (1,256)
42 (17)

7. Center Dr/Villa Park Rd
2 (6)
2 (2)
1,160 (1,005)
6 (5)
1,010 (1,352)
5 (3)

8. Park Villa Ln/Villa Park Rd
Villa Park Rd
Wanda Rd
Villa Park Rd
Trenton Ave
Villa Park Rd
Morrow Cir
Villa Park Rd
Prado Woods Dr
Villa Park Rd
Kenwick Dr
Villa Park Rd
Radec Ct
Villa Park Rd
Center Dr
Villa Park Rd
Park Villa Ln
STOP
STOP
STOP
STOP
STOP
STOP
STOP

STOP STOP
acc
ag
ccf
af
ccf
acc
d
accf
d
accf
ace
aace
aabcf
accf
ace
bf
ace
d
ccf
acc
aaf
acc
g
ccf
ace
aaccf
acf
accf
acc
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ccf
g
ccf
acc
acc
g
ccf
acc
g
ccf
g
ccf
acc
ae
accf
ae
accf
g
ccf
acc
ACF
STOP
Lane Configuration
Signalized
LEGEND
Study Intersections
Roadway Widening
Stop Sign
# Study Segments
#!#
Attachment 5
Future Year (2045)
Peak Hour Traffic Volumes and Lane Configurations
70 (100)
1,150 (1,110)
40 (50)
120 (70)
110 (110)
1,160 (1,380)

9. Lemon St/Villa Park Rd
210 (150)
310 (600)
1,050 (1,040)
220 (140)
1,060 (1,340)
700 (310)

10. Hewes St/Villa Park Rd
10 (10)
10 (0)
30 (10)
70 (10)
1,250 (1,600)
40 (30)
110 (20)
0 (0)
30 (10)
100 (20)
1,640 (1,620)
10 (10)

11. Linda Vista St/Villa Park Rd
150 (80)
190 (460)
40 (20)
400 (1,000)
810 (540)
100 (80)
1,040 (530)
480 (250)
1,300 (500)
500 (1,530)
560 (1,040)
20 (20)

12. Cannon St/Villa Park Rd
70 (140)
1,010 (2,840)
10 (10)
150 (270)
10 (10)
110 (50)
230 (200)
2,700 (1,220)
10 (10)
10 (10)
10 (10)
10 (10)

13. Cannon St/Taft Ave
800 (1,540)
370 (1,580)
1,770 (890)
60 (80)
150 (80)
1,170 (540)

14. Cannon St/Serrano Ave
30 (40)
920 (1,580)
40 (30)
60 (30)
60 (30)
1,770 (940)

15. Cannon St/Mesa Dr
Villa Park Rd
Lemon St
Villa Park Rd Villa Park Rd
Linda Vista St
Villa Park Rd
Cannon St
Taft Ave
Cannon St
Cannon St
Mesa Dr
Cannon St
230 (150)
460 (540)
130 (60)
310 (430)
980 (1,080)
310 (250)
380 (290)
390 (380)
200 (150)
160 (330)
1,140 (1,010)
60 (60)

1. Wanda Rd/Villa Park Rd
10 (10)
1,300 (1,280)
10 (10)
10 (0)
0 (0)
1,310 (1,420)

2. Trenton Ave/Villa Park Rd
10 (10)
10 (10)
1,300 (1,270)
10 (10)
1,300 (1,410)
10 (10)

3. Morrow Cir/Villa Park Rd
20 (20)
1,290 (1,260)
20 (10)
10 (10)
10 (10)
1,290 (1,410)

4. Prado Woods Dr/Villa Park Rd
10 (10)
1,290 (1,260)
10 (10)
10 (0)
0 (10)
1,290 (1,410)

5. Kenwick Dr/Villa Park Rd
10 (10)
10 (0)
1,290 (1,250)
10 (10)
1,290 (1,410)
10 (10)

6. Radec Ct/Villa Park Rd
60 (20)
110 (40)
60 (20)
70 (90)
1,110 (1,140)
120 (20)
140 (80)
120 (30)
50 (50)
50 (90)
1,100 (1,320)
50 (20)

7. Center Dr/Villa Park Rd
10 (10)
10 (10)
1,210 (1,200)
10 (10)
1,190 (1,420)
10 (10)

8. Park Villa Ln/Villa Park Rd
Villa Park Rd
Wanda Rd
Villa Park Rd
Trenton Ave
Villa Park Rd Villa Park Rd
Prado Woods Dr
Villa Park Rd
Kenwick Dr
Villa Park Rd Villa Park Rd
Center Dr
Villa Park Rd
STOP
STOP
STOP
STOP
STOP
STOP
STOP

STOP STOP
acc
ag
ccf
af
ccf
acc
d
accf
d
accf
ace
aace
aabcf
accf
acce
bf
ace
d
ccff
acc
aaf
acc
g
ccf
ace
aaccf
acf
accf
acc
g
ccf
g
ccf
acc
acc
g
ccf
acc
g
ccf
g
ccf
acc
ae
accf
ae
accf
g
ccf
acc
ACF
STOP
Lane Configuration
Signalized
LEGEND
Study Intersections
Roadway Widening
Stop Sign
#!
# Study Segments
#
Attachment 5
DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR S L ST SR E L ET ER W L WT WR TOTA L
LANES: 120 1 1122112 1
7:00 AM 31 44 14 26 41 60 43 176 37 3 158 20 653
7:15 AM 30 49 16 31 35 79 55 168 39 9 169 20 700
7:30 AM 41 90 25 45 78 81 79 267 65 7 263 34 1,075
7:45 AM 51 127 34 38 105 104 54 270 74 19 251 24 1,151
8:00 AM 62 145 32 39 88 102 76 221 102 18 253 33 1,171
8:15 AM 58 91 39 46 71 91 91 201 61 16 216 39 1,020
8:30 AM 58 74 19 28 70 57 53 147 51 32 194 52 835
8:45 AM 41 66 14 28 53 64 53 153 47 29 144 50 742
VOLUMES 372 686 193 281 541 638 504 1,603 476 133 1,648 272 7,347 APPROACH % 30% 55% 15% 19% 37% 44% 20% 62% 18% 6% 80% 13% APP/DEPART 1,251 / 1,462 1,460 / 1,150 2,583 / 2,077 2,053 / 2,658 0

BEGIN PEAK HR
VOLUMES 212 453 130 168 342 378 300 959 302 60 983 130 4,417 APPROACH % 27% 57% 16% 19% 39% 43% 19% 61% 19% 5% 84% 11% PEAK HR FACTOR 0.832 0.899 0.950 0.965 0.943
APP/DEPART 795 / 883 888 / 704 1,561 / 1,257 1,173 / 1,573 0 4:00 PM 39 107 25 29 74 75 70 201 62 16 206 63 967
4:15 PM 34 108 17 24 80 64 96 239 67 18 246 65 1,058
4:30 PM 36 112 19 25 80 58 94 202 78 21 246 59 1,030
4:45 PM 38 131 17 22 76 60 89 220 77 10 200 67 1,007
5:00 PM 37 130 16 24 94 64 93 237 70 20 259 76 1,120
5:15 PM 44 137 18 34 100 89 84 199 43 17 237 93 1,095
5:30 PM 31 134 9 34 96 66 110 204 42 12 257 81 1,076
5:45 PM 23 113 22 36 98 64 101 185 45 15 200 65 967
VOLUMES 282 972 143 228 698 540 737 1,687 484 129 1,851 569 8,320 APPROACH % 20% 70% 10% 16% 48% 37% 25% 58% 17% 5% 73% 22% APP/DEPART 1,397 / 2,278 1,466 / 1,311 2,908 / 2,058 2,549 / 2,673 0

BEGIN PEAK HR
VOLUMES 150 532 60 114 366 279 376 860 232 59 953 317 4,298 APPROACH % 20% 72% 8% 15% 48% 37% 26% 59% 16% 4% 72% 24% PEAK HR FACTOR 0.932 0.851 0.918 0.936 0.959
APP/DEPART 742 / 1,225 759 / 657 1,468 / 1,034 1,329 / 1,382 0 Wanda

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Wanda

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park - Orange
Wanda
Villa Park
Wanda Wanda Katella Villa Park
AM
7:30 AM
PM
4:45 PM
Attachment 5
DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: STOP S
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: XXX 0 X012XX2 0
7:00 AM 0 0 0 0 0 1 1 186 0 0 176 0 364
7:15 AM 000 0 030 2 1 9 00 1 9 5 0 417
7:30 AM 000 0 041 3 0 6 00 2 2 9 0 540
7:45 AM 000 0 033 3 7 4 00 2 9 0 0 670
8:00 AM 000 0 002 2 7 7 00 2 8 2 0 561
8:15 AM 000 1 022 2 8 7 00 2 8 0 0 572
8:30 AM 000 0 010 2 1 8 00 2 6 2 0 481
8:45 AM 000 0 001 1 8 8 00 2 1 7 1 407
VOLUMES 0 0 0 1 0 14 10 2,055 0 0 1,931 1 4,017
APPROACH % 0% 0% 0% 7% 0% 93% 0% 99% 0% 0% 100% 0%
APP/DEPART 0 / 11 15 / 0 2,070 / 2,056 1,932 / 1,950 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 9 8 1,244 0 0 1,081 0 2,346
APPROACH % 0% 0% 0% 10% 0% 90% 1% 99% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.625 0.832 0.932 0.875
APP/DEPART 0 / 81 0 / 0 1,255 / 1,245 1,081 / 1,093 0
4:00 PM 0 0 0 0 0 1 5 255 0 0 262 0 523
4:15 PM 000 0 010 2 6 9 00 3 2 3 0 593
4:30 PM 000 0 001 2 6 8 00 3 0 2 0 571
4:45 PM 000 0 001 2 4 7 00 2 7 5 0 523
5:00 PM 000 0 011 2 5 5 00 3 3 1 0 588
5:15 PM 000 0 011 2 6 4 00 3 6 0 0 626
5:30 PM 000 0 042 2 2 8 00 3 2 0 0 554
5:45 PM 000 0 031 2 5 0 00 2 6 5 3 522
VOLUMES 0 0 0 0 0 11 12 2,036 0 0 2,438 3 4,506
APPROACH % 0% 0% 0% 0% 0% 100% 1% 99% 0% 0% 100% 0%
APP/DEPART 0 / 15 11 / 0 2,054 / 2,036 2,441 / 2,455 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 2 4 1,034 0 0 1,268 0 2,310
APPROACH % 0% 0% 0% 0% 0% 100% 0% 99% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.963 0.881 0.921
APP/DEPART 0 / 42 / 0 1,040 / 1,034 1,268 / 1,272 0
Kathleen

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Kathleen

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park
Kathleen
Villa Park
Kathleen Kathleen Katella Villa Park
AM
7:30 AM
PM
4:30 PM
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: STOP N
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0X0 XXXX2012 X
7:00 AM 3 0 0 0 0 0 0 186 0 1 173 0 363
7:15 AM 000 0 000 2 1 8 10 1 9 5 0 414
7:30 AM 202 0 000 3 0 5 11 2 2 7 0 538
7:45 AM 002 0 000 3 7 2 10 2 9 0 0 665
8:00 AM 002 0 000 2 7 6 11 2 8 2 0 562
8:15 AM 201 0 000 2 8 6 20 2 8 3 0 574
8:30 AM 101 0 000 2 1 7 10 2 6 1 0 481
8:45 AM 100 0 000 1 8 6 20 2 1 7 0 406
VOLUMES 9 0 8 0 0 0 0 2,046 9 3 1,928 0 4,003
APPROACH % 53% 0% 47% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 17 / 00 / 10 2,055 / 2,056 1,931 / 1,937 0

BEGIN PEAK HR
VOLUMES 4 0 7 0 0 0 0 1,239 5 2 1,082 0 2,339
APPROACH % 36% 0% 64% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.688 0.000 0.834 0.934 0.879
APP/DEPART 11 / 00 / 6 1,244 / 1,247 1,084 / 1,086 0
4:00 PM 0 0 1 0 0 0 0 254 1 1 262 0 519
4:15 PM 100 0 000 2 6 9 00 3 2 2 0 592
4:30 PM 100 0 000 2 6 8 00 3 0 1 0 570
4:45 PM 101 0 000 2 4 7 01 2 7 4 0 524
5:00 PM 100 1 000 2 5 4 10 3 3 0 0 587
5:15 PM 100 0 000 2 6 4 01 3 5 9 0 625
5:30 PM 000 0 000 2 1 7 10 3 2 7 0 545
5:45 PM 100 0 000 2 5 0 00 2 6 7 0 518
VOLUMES 6 0 2 1 0 0 0 2,023 3 3 2,442 0 4,480
APPROACH % 75% 0% 25% 100% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 8 / 01 / 6 2,026 / 2,026 2,445 / 2,448 0

BEGIN PEAK HR
VOLUMES 4 0 1 1 0 0 0 1,033 1 2 1,264 0 2,306
APPROACH % 80% 0% 20% 100% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.625 0.250 0.965 0.879 0.922
APP/DEPART 5 / 01 / 3 1,034 / 1,035 1,266 / 1,268 0
Morrow

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Morrow
AM
7:30 AM
PM
4:30 PM
Morrow Morrow Villa Park Villa Park

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park
Morrow
Villa Park
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: STOP S
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: XXX 0 X012XX2 0
7:00 AM 0 0 0 0 0 2 1 186 0 0 171 0 360
7:15 AM 000 1 032 2 1 6 00 1 9 2 0 414
7:30 AM 000 3 031 3 0 7 00 2 2 5 0 539
7:45 AM 000 1 043 3 7 1 00 2 9 0 3 672
8:00 AM 000 0 024 2 6 8 00 2 8 1 0 555
8:15 AM 000 0 046 2 8 1 00 2 7 7 0 568
8:30 AM 000 0 022 2 1 6 00 2 5 9 0 479
8:45 AM 000 0 023 1 8 3 00 2 1 5 0 403
VOLUMES 0 0 0 5 0 22 22 2,028 0 0 1,910 3 3,990
APPROACH % 0% 0% 0% 19% 0% 81% 1% 99% 0% 0% 100% 0%
APP/DEPART 0 / 22 27 / 0 2,050 / 2,033 1,913 / 1,935 0

BEGIN PEAK HR
VOLUMES 0 0 0 4 0 13 14 1,227 0 0 1,073 3 2,334
APPROACH % 0% 0% 0% 24% 0% 76% 1% 99% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.708 0.830 0.918 0.868
APP/DEPART 0 / 15 17 / 0 1,241 / 1,231 1,076 / 1,088 0
4:00 PM 0 0 0 1 0 3 1 254 0 0 266 2 527
4:15 PM 000 0 003 2 5 7 00 3 2 2 1 583
4:30 PM 000 0 017 2 6 1 00 3 0 0 0 569
4:45 PM 000 1 023 2 4 5 00 2 7 3 0 524
5:00 PM 000 1 002 2 5 3 00 3 3 0 1 587
5:15 PM 000 0 016 2 5 8 00 3 5 9 3 627
5:30 PM 000 0 003 2 1 4 00 3 2 7 0 544
5:45 PM 000 0 010 2 5 0 00 2 6 6 1 518
VOLUMES 0 0 0 3 0 8 25 1,992 0 0 2,443 8 4,479
APPROACH % 0% 0% 0% 27% 0% 73% 1% 99% 0% 0% 100% 0%
APP/DEPART 0 / 33 11 / 0 2,017 / 1,995 2,451 / 2,451 0

BEGIN PEAK HR
VOLUMES 0 0 0 2 0 4 18 1,017 0 0 1,262 4 2,307
APPROACH % 0% 0% 0% 33% 0% 67% 2% 98% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.965 0.874 0.920
APP/DEPART 0 / 22 6 / 0 1,035 / 1,019 1,266 / 1,266 0
Prado Woods

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Prado Woods
AM
7:30 AM
PM
4:30 PM
Prado Woods Prado Woods Villa Park Villa Park

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park
Prado Woods
Villa Park
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 5
EAST & WEST: CONTROL: STOP S
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: XXX 0 X012XX2 0
7:00 AM 0 0 0 0 0 1 0 186 0 0 170 0 357
7:15 AM 000 0 010 2 1 7 00 1 9 1 0 409
7:30 AM 000 1 020 3 0 4 00 2 2 3 0 530
7:45 AM 000 0 022 3 7 0 00 2 9 6 0 670
8:00 AM 000 2 010 2 6 8 00 2 8 0 0 551
8:15 AM 000 0 022 2 7 9 00 2 7 5 0 558
8:30 AM 000 0 000 2 1 6 00 2 5 9 0 475
8:45 AM 000 0 001 1 8 2 00 2 1 5 0 398
VOLUMES 0 0 0 3 0 9 5 2,022 0 0 1,909 0 3,949
APPROACH % 0% 0% 0% 25% 0% 75% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 51 2 / 0 2,027 / 2,026 1,910 / 1,918 0

BEGIN PEAK HR
VOLUMES 0 0 0 3 0 7 4 1,221 0 0 1,074 0 2,309
APPROACH % 0% 0% 0% 30% 0% 70% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.833 0.823 0.907 0.862
APP/DEPART 0 / 41 0 / 0 1,225 / 1,224 1,074 / 1,081 0
4:00 PM 0 0 0 0 0 0 2 253 0 0 268 0 523
4:15 PM 000 0 001 2 5 6 00 3 2 3 0 580
4:30 PM 000 0 011 2 6 0 00 3 0 7 0 569
4:45 PM 000 0 042 2 4 4 00 2 6 9 1 520
5:00 PM 000 0 012 2 4 8 00 3 2 9 1 581
5:15 PM 000 0 021 2 5 6 00 3 5 9 1 619
5:30 PM 000 1 011 2 1 3 00 3 2 6 0 542
5:45 PM 000 1 012 2 4 8 00 2 6 6 1 519
VOLUMES 0 0 0 2 0 10 12 1,978 0 0 2,447 4 4,455
APPROACH % 0% 0% 0% 17% 0% 83% 1% 99% 0% 0% 100% 0%
APP/DEPART 0 / 16 12 / 0 1,992 / 1,980 2,451 / 2,459 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 8 6 1,008 0 0 1,264 3 2,291
APPROACH % 0% 0% 0% 0% 0% 100% 1% 99% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.500 0.973 0.880 0.924
APP/DEPART 0 / 98 / 0 1,016 / 1,008 1,267 / 1,274 0
Kenwick

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Kenwick

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park
Kenwick
Villa Park
Kenwick Kenwick Villa Park Villa Park
AM
7:30 AM
PM
4:30 PM
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 6
EAST & WEST: CONTROL: STOP N
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0X0 XXXX2012 X
7:00 AM 0 0 0 0 0 0 0 185 1 0 170 0 356
7:15 AM 000 0 000 2 0 6 10 1 9 1 0 398
7:30 AM 002 0 000 3 0 3 10 2 2 2 0 528
7:45 AM 100 0 000 3 7 0 01 2 9 5 0 667
8:00 AM 000 0 000 2 7 0 00 2 8 6 0 556
8:15 AM 000 0 000 2 7 9 00 2 7 5 0 554
8:30 AM 000 0 000 2 1 5 00 2 5 8 0 473
8:45 AM 100 0 000 1 8 3 00 2 1 5 0 399
VOLUMES 2 0 2 0 0 0 0 2,011 3 1 1,912 0 3,935
APPROACH % 50% 0% 50% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 4 / 00 / 4 2,016 / 2,015 1,915 / 1,916 0

BEGIN PEAK HR
VOLUMES 1 0 2 0 0 0 0 1,222 1 1 1,078 0 2,307
APPROACH % 33% 0% 67% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.375 0.000 0.827 0.912 0.865
APP/DEPART 3 / 00 / 2 1,224 / 1,225 1,080 / 1,080 0
4:00 PM 0 0 1 0 0 0 0 252 1 0 268 0 522
4:15 PM 000 0 000 2 5 6 00 3 2 3 0 579
4:30 PM 000 0 000 2 6 0 00 3 0 7 0 567
4:45 PM 100 0 000 2 4 2 21 2 7 9 0 525
5:00 PM 000 0 000 2 4 4 00 3 3 0 0 574
5:15 PM 000 0 000 2 5 6 00 3 6 0 0 616
5:30 PM 000 0 000 2 1 4 00 3 2 6 0 540
5:45 PM 000 0 000 2 4 9 00 2 6 7 0 516
VOLUMES 1 0 1 0 0 0 0 1,973 3 1 2,460 0 4,439
APPROACH % 50% 0% 50% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 2 / 00 / 4 1,976 / 1,974 2,461 / 2,461 0

BEGIN PEAK HR
VOLUMES 1 0 0 0 0 0 0 1,002 2 1 1,276 0 2,282
APPROACH % 100% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.965 0.887 0.926
APP/DEPART 1 / 00 / 3 1,004 / 1,002 1,277 / 1,277 0
Radec

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Radec

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park
Radec
Villa Park
Radec Radec Villa Park Villa Park
AM
7:30 AM
PM
4:30 PM
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 7
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 110 1 1012012 0
7:00 AM 1 1 2 6 2 14 11 165 6 4 154 1 367
7:15 AM 2 5 10 10 8 10 11 192 5 1 180 7 441
7:30 AM 10 10 6 10 25 15 9 256 31 10 200 10 592
7:45 AM 27 49 28 6 49 25 23 286 65 23 250 13 844
8:00 AM 20 29 16 13 23 48 17 245 14 6 220 16 667
8:15 AM 2 14 5 15 22 48 12 262 4 3 227 10 624
8:30 AM 5 7 9 18 15 43 14 197 1 4 210 12 535
8:45 AM 5 2 6 6 6 19 10 170 6 4 190 11 435
VOLUMES 72 117 82 84 150 222 107 1,773 132 55 1,631 80 4,505 APPROACH % 27% 43% 30% 18% 33% 49% 5% 88% 7% 3% 92% 5%
APP/DEPART 271 / 302 456 / 336 2,012 / 1,940 1,766 / 1,927 0

BEGIN PEAK HR
VOLUMES 59 102 55 44 119 136 61 1,049 114 42 897 49 2,727 APPROACH % 27% 47% 25% 15% 40% 45% 5% 86% 9% 4% 91% 5%
PEAK HR FACTOR 0.519 0.879 0.818 0.864 0.808
APP/DEPART 216 / 211 299 / 275 1,224 / 1,148 988 / 1,093 0 4:00 PM 4 7 7 7 11 19 25 233 4 8 245 16 586
4:15 PM 5 8 9 10 6 18 18 242 3 12 313 10 654
4:30 PM 1 5 6 10 7 22 17 227 4 4 270 15 588
4:45 PM 5 9 6 10 8 11 24 222 2 6 277 28 608
5:00 PM 2 12 3 15 9 19 22 219 3 2 302 22 630
5:15 PM 8 12 1 9 6 16 16 241 3 5 346 20 683
5:30 PM 2 11 3 12 9 20 15 197 5 2 300 10 586
5:45 PM 5 6 2 12 7 20 21 202 4 5 244 9 537
VOLUMES 32 70 37 85 63 145 158 1,783 28 44 2,297 130 4,872 APPROACH % 23% 50% 27% 29% 22% 49% 8% 91% 1% 2% 93% 5%
APP/DEPART 139 / 358 293 / 134 1,969 / 1,906 2,471 / 2,474 0

BEGIN PEAK HR
VOLUMES 16 38 16 44 30 68 79 909 12 17 1,195 85 2,509
APPROACH % 23% 54% 23% 31% 21% 48% 8% 91% 1% 1% 92% 7%
PEAK HR FACTOR 0.833 0.826 0.962 0.874 0.918
APP/DEPART 70 / 202 142 / 59 1,000 / 969 1,297 / 1,279 0 Center

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Center
AM
7:30 AM
PM
4:30 PM
Center Center Villa Park Villa Park

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park
Center
Villa Park
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 8
EAST & WEST: CONTROL: STOP N
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0X0 XXXX2012 X
7:00 AM 0 0 0 0 0 0 0 170 0 0 159 0 329
7:15 AM 100 0 000 2 1 6 00 1 8 9 0 406
7:30 AM 000 0 000 2 7 2 20 2 2 4 0 498
7:45 AM 001 0 000 3 0 5 01 2 8 6 0 593
8:00 AM 200 0 000 2 8 5 02 2 5 2 0 541
8:15 AM 001 0 000 2 8 3 42 2 2 3 0 513
8:30 AM 303 0 000 2 2 4 11 2 3 1 0 463
8:45 AM 303 0 000 1 8 4 00 1 9 7 0 387
VOLUMES 9 0 8 0 0 0 0 1,939 7 6 1,761 0 3,730
APPROACH % 53% 0% 47% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 17 / 00 / 10 1,946 / 1,950 1,767 / 1,770 0

BEGIN PEAK HR
VOLUMES 2 0 2 0 0 0 0 1,145 6 5 985 0 2,145
APPROACH % 50% 0% 50% 0% 0% 0% 0% 99% 1% 1% 99% 0%
PEAK HR FACTOR 0.500 0.000 0.943 0.862 0.904
APP/DEPART 4 / 00 / 8 1,151 / 1,150 990 / 987 0
4:00 PM 1 0 0 0 0 0 0 261 5 2 276 0 545
4:15 PM 203 0 000 2 5 5 21 3 3 7 0 600
4:30 PM 100 0 000 2 3 7 30 2 8 7 0 528
4:45 PM 202 0 000 2 4 1 12 3 3 2 0 580
5:00 PM 100 0 000 2 3 8 10 3 2 1 0 561
5:15 PM 200 0 000 2 4 2 01 3 5 9 0 604
5:30 PM 001 0 000 2 2 1 00 3 0 1 0 523
5:45 PM 000 0 000 2 0 8 01 2 6 0 0 469
VOLUMES 9 0 6 0 0 0 0 1,903 12 7 2,473 0 4,410
APPROACH % 60% 0% 40% 0% 0% 0% 0% 99% 1% 0% 100% 0%
APP/DEPART 15 / 00 / 15 1,915 / 1,913 2,480 / 2,482 0

BEGIN PEAK HR
VOLUMES 6 0 2 0 0 0 0 958 5 3 1,299 0 2,273
APPROACH % 75% 0% 25% 0% 0% 0% 0% 99% 1% 0% 100% 0%
PEAK HR FACTOR 0.500 0.000 0.995 0.904 0.941
APP/DEPART 8 / 00 / 7 963 / 961 1,302 / 1,305 0
Park Villa Ln

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Park Villa Ln
AM
7:30 AM
PM
4:30 PM
Park Villa Ln Park Villa Ln Villa Park Villa Park

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park
Park Villa Ln
Villa Park
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 9
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: XXX1 . 5X 0 . 5 12XX2 0
7:00 AM 0 0 0 12 0 6 13 163 0 0 152 4 350
7:15 AM 0 0 0 18 0 5 16 203 0 0 184 10 436
7:30 AM 0 0 0 20 0 4 13 261 0 0 228 11 537
7:45 AM 0 0 0 31 0 13 14 307 0 0 275 33 673
8:00 AM 0 0 0 34 0 10 19 251 0 0 242 35 591
8:15 AM 0 0 0 28 0 11 23 260 0 0 215 26 563
8:30 AM 0 0 0 19 0 15 27 201 0 0 217 12 491
8:45 AM 0 0 0 16 0 9 19 164 0 0 188 15 411
VOLUMES 0 0 0 178 0 73 144 1,810 0 0 1,701 146 4,052
APPROACH % 0% 0% 0% 71% 0% 29% 7% 93% 0% 0% 92% 8%
APP/DEPART 0 / 289 251 / 0 1,954 / 1,988 1,847 / 1,775 0

BEGIN PEAK HR
VOLUMES 0 0 0 113 0 38 69 1,079 0 0 960 105 2,364
APPROACH % 0% 0% 0% 75% 0% 25% 6% 94% 0% 0% 90% 10%
PEAK HR FACTOR 0.000 0.858 0.894 0.864 0.878
APP/DEPART 0 / 173 151 / 0 1,148 / 1,192 1,065 / 999 0
4:00 PM 0 0 0 7 0 5 12 225 0 0 278 28 555
4:15 PM 0 0 0 15 0 10 20 246 0 0 316 28 635
4:30 PM 0 0 0 14 0 11 25 213 0 0 267 24 554
4:45 PM 0 0 0 13 0 8 23 232 0 0 323 22 621
5:00 PM 0 0 0 15 0 15 20 223 0 0 303 22 598
5:15 PM 0 0 0 18 0 10 26 201 0 0 344 32 631
5:30 PM 0 0 0 15 0 9 29 208 0 0 292 26 579
5:45 PM 0 0 0 15 0 6 19 187 0 0 284 33 544
VOLUMES 0 0 0 112 0 74 174 1,735 0 0 2,407 215 4,717
APPROACH % 0% 0% 0% 60% 0% 40% 9% 91% 0% 0% 92% 8%
APP/DEPART 0 / 386 186 / 0 1,909 / 1,847 2,622 / 2,484 0

BEGIN PEAK HR
VOLUMES 0 0 0 61 0 42 98 864 0 0 1,262 102 2,429
APPROACH % 0% 0% 0% 59% 0% 41% 10% 90% 0% 0% 93% 7%
PEAK HR FACTOR 0.000 0.858 0.943 0.907 0.962
APP/DEPART 0 / 198 103 / 0 962 / 925 1,364 / 1,306 0
Lemon

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Lemon
AM
7:30 AM
PM
4:45 PM
Lemon Lemon Villa Park Villa Park

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park - Orange
Lemon
Villa Park
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 10
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 1X1 XXXX2012 X
7:00 AM 23 0 21 0 0 0 0 142 23 48 139 0 396
7:15 AM 29 0 40 0 0 0 0 191 32 71 168 0 531
7:30 AM 44 0 46 0 0 0 0 224 59 85 197 0 655
7:45 AM 60 0 74 0 0 0 0 257 52 129 267 0 839
8:00 AM 58 0 75 0 0 0 0 248 47 127 202 0 757
8:15 AM 40 0 90 0 0 0 0 247 53 109 200 0 739
8:30 AM 35 0 39 0 0 0 0 180 33 90 204 0 581
8:45 AM 29 0 39 0 0 0 0 164 22 53 170 0 477
VOLUMES 318 0 424 0 0 0 0 1,653 321 712 1,547 0 4,975
APPROACH % 43% 0% 57% 0% 0% 0% 0% 84% 16% 32% 68% 0%
APP/DEPART 742 / 00 / 1,033 1,974 / 2,077 2,259 / 1,865 0

BEGIN PEAK HR
VOLUMES 202 0 285 0 0 0 0 976 211 450 866 0 2,990
APPROACH % 41% 0% 59% 0% 0% 0% 0% 82% 18% 34% 66% 0%
PEAK HR FACTOR 0.909 0.000 0.960 0.831 0.891
APP/DEPART 487 / 00 / 661 1,187 / 1,261 1,316 / 1,068 0 4:00 PM 30 0 83 0 0 0 0 208 33 48 281 0 683
4:15 PM 37 0 62 0 0 0 0 238 32 61 336 0 766
4:30 PM 40 0 69 0 0 0 0 189 30 59 279 0 666
4:45 PM 38 0 82 0 0 0 0 176 42 64 292 0 694
5:00 PM 26 0 99 0 0 0 0 234 28 56 312 0 755
5:15 PM 33 0 95 0 0 0 0 189 33 61 327 0 738
5:30 PM 28 0 84 0 0 0 0 190 29 67 294 0 692
5:45 PM 46 0 71 0 0 0 0 170 34 54 252 0 627
VOLUMES 278 0 645 0 0 0 0 1,594 261 470 2,373 0 5,621
APPROACH % 30% 0% 70% 0% 0% 0% 0% 86% 14% 17% 83% 0%
APP/DEPART 923 / 00 / 731 1,855 / 2,239 2,843 / 2,651 0

BEGIN PEAK HR
VOLUMES 141 0 312 0 0 0 0 837 132 240 1,219 0 2,881
APPROACH % 31% 0% 69% 0% 0% 0% 0% 86% 14% 16% 84% 0%
PEAK HR FACTOR 0.906 0.000 0.897 0.919 0.940
APP/DEPART 453 / 00 / 372 969 / 1,149 1,459 / 1,360 0
Hewes

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Hewes
AM
7:30 AM
PM
4:15 PM
Hewes Hewes Villa Park Villa Park

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Orange
Hewes
Villa Park
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 11
EAST & WEST: CONTROL: STOP N/S
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 010 0 1012012 0
7:00 AM 3 0 2 1 0 1 3 165 1 1 182 2 361
7:15 AM 105 2 063 1 9 0 61 2 3 3 5 452
7:30 AM 204 5 067 2 4 9 91 2 9 2 1 2 587
7:45 AM 2 0 7 3 0 30 26 307 20 1 309 37 742
8:00 AM 2 0 3 5 0 37 17 293 6 1 332 16 712
8:15 AM 3 1 7 14 0 30 18 301 4 2 275 34 689
8:30 AM 4 0 6 8 0 14 10 229 2 1 262 8 544
8:45 AM 0 0 2 5 0 12 14 181 6 1 225 6 452
VOLUMES 17 1 36 43 0 136 98 1,915 54 9 2,110 120 4,539
APPROACH % 31% 2% 67% 24% 0% 76% 5% 93% 3% 0% 94% 5%
APP/DEPART 54 / 219 179 / 63 2,067 / 1,994 2,239 / 2,263 0

BEGIN PEAK HR
VOLUMES 9 1 21 27 0 103 68 1,150 39 5 1,208 99 2,730
APPROACH % 29% 3% 68% 21% 0% 79% 5% 91% 3% 0% 92% 8%
PEAK HR FACTOR 0.705 0.739 0.890 0.940 0.920
APP/DEPART 31 / 168 130 / 44 1,257 / 1,198 1,312 / 1,320 0 4:00 PM 0 0 4 6 0 12 2 278 4 1 311 3 621
4:15 PM 401 4 084 2 7 8 54 3 4 9 6 663
4:30 PM 3 0 3 3 0 13 4 273 3 0 330 6 638
4:45 PM 301 3 031 2 5 2 60 3 5 2 2 623
5:00 PM 001 2 010 3 2 3 71 3 9 4 3 732
5:15 PM 001 1 023 2 7 2 61 4 0 6 2 694
5:30 PM 403 1 030 2 6 1 33 3 3 9 1 618
5:45 PM 202 3 053 2 5 4 33 3 1 5 1 591
VOLUMES 16 0 16 23 0 47 17 2,191 37 13 2,796 24 5,180
APPROACH % 50% 0% 50% 33% 0% 67% 1% 98% 2% 0% 99% 1%
APP/DEPART 32 / 41 70 / 50 2,245 / 2,230 2,833 / 2,859 0

BEGIN PEAK HR
VOLUMES 6 0 6 9 0 19 8 1,120 22 2 1,482 13 2,687
APPROACH % 50% 0% 50% 32% 0% 68% 1% 97% 2% 0% 99% 1%
PEAK HR FACTOR 0.500 0.438 0.871 0.915 0.918
APP/DEPART 12 / 21 28 / 24 1,150 / 1,135 1,497 / 1,507 0 Linda Vista

NORTH SIDE
Villa Park WEST SIDE EAST SIDE Villa Park

SOUTH SIDE
Linda Vista

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Orange
Linda Vista
Villa Park
Linda Vista Santiago Villa Park Villa Park
AM
7:30 AM
PM
4:30 PM
Attachment 5
DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 12
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 120 2 . 5 1 . 5 122012 1
7:00 AM 14 14 2 245 66 117 33 129 6 1 54 37 718
7:15 AM 16 20 1 338 67 154 58 134 5 1 69 62 925
7:30 AM 29 23 9 325 86 172 70 160 19 5 104 87 1,089
7:45 AM 54 25 12 303 87 207 91 182 44 6 96 85 1,192
8:00 AM 38 36 7 321 54 182 95 194 12 2 129 85 1,155
8:15 AM 18 25 8 345 50 153 108 198 16 3 140 109 1,173
8:30 AM 17 19 4 270 72 157 85 148 10 0 97 106 985
8:45 AM 19 17 3 175 44 117 60 121 7 0 97 84 744
VOLUMES 205 179 46 2,322 526 1,259 600 1,266 119 18 786 655 7,981 APPROACH % 48% 42% 11% 57% 13% 31% 30% 64% 6% 1% 54% 45% APP/DEPART 430 / 1,434 4,107 / 663 1,985 / 3,635 1,459 / 2,249 0

BEGIN PEAK HR
VOLUMES 139 109 36 1,294 277 714 364 734 91 16 469 366 4,609 APPROACH % 49% 38% 13% 57% 12% 31% 31% 62% 8% 2% 55% 43% PEAK HR FACTOR 0.780 0.957 0.923 0.844 0.967
APP/DEPART 284 / 839 2,285 / 383 1,189 / 2,065 851 / 1,322 0 4:00 PM 20 53 4 96 27 95 202 61 25 2 200 283 1,068
4:15 PM 16 63 2 84 28 120 187 76 20 1 223 324 1,144
4:30 PM 16 55 0 84 33 106 192 67 20 2 218 334 1,127
4:45 PM 20 81 0 105 44 108 172 73 11 6 226 375 1,221
5:00 PM 18 81 5 94 30 126 204 97 21 2 254 373 1,305
5:15 PM 10 65 3 98 42 107 172 82 20 5 292 348 1,244
5:30 PM 22 93 2 118 44 97 158 86 21 0 224 381 1,246
5:45 PM 19 86 0 85 42 86 164 73 22 1 214 311 1,103
VOLUMES 141 577 16 764 290 845 1,451 615 160 19 1,851 2,729 9,458 APPROACH % 19% 79% 2% 40% 15% 44% 65% 28% 7% 0% 40% 59% APP/DEPART 734 / 4,757 1,899 / 469 2,226 / 1,395 4,599 / 2,837 0

BEGIN PEAK HR
VOLUMES 70 320 10 415 160 438 706 338 73 13 996 1,477 5,016 APPROACH % 18% 80% 3% 41% 16% 43% 63% 30% 7% 1% 40% 59% PEAK HR FACTOR 0.855 0.978 0.867 0.964 0.961
APP/DEPART 400 / 2,503 1,013 / 246 1,117 / 763 2,486 / 1,504 0 Cannon

NORTH SIDE
Santiago Canyon WEST SIDE EAST SIDE Santiago Canyon

SOUTH SIDE
Cannon

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Orange
Cannon
Santiago Canyon
Cannon Cannon Santiago Canyon Santiago Canyon
AM
7:30 AM
PM
4:45 PM
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 13
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 120 1 20 0 . 5 0 . 5 101 0
7:00 AM 4 83 0 0 461 28 8 0 12 0 0 0 596
7:15 AM 3 132 0 0 577 38 13 1 17 0 0 0 781
7:30 AM 10 155 0 0 600 49 20 0 13 0 0 0 847
7:45 AM 11 198 1 1 560 57 36 0 27 0 0 1 892
8:00 AM 22 181 0 0 532 70 45 2 36 1 0 0 889
8:15 AM 24 212 0 0 504 54 44 0 33 0 2 0 873
8:30 AM 20 174 0 0 423 44 33 0 26 0 0 0 720
8:45 AM 24 146 1 0 305 40 28 0 14 0 0 0 558
VOLUMES 118 1,281 2 1 3,962 380 227 3 178 1 2 1 6,156
APPROACH % 8% 91% 0% 0% 91% 9% 56% 1% 44% 25% 50% 25%
APP/DEPART 1,401 / 1,508 4,343 / 4,141 408 / 64 / 501 0

BEGIN PEAK HR
VOLUMES 67 746 1 1 2,196 230 145 2 109 1 2 1 3,501
APPROACH % 8% 92% 0% 0% 90% 9% 57% 1% 43% 25% 50% 25%
PEAK HR FACTOR 0.862 0.935 0.771 0.500 0.981
APP/DEPART 814 / 891 2,427 / 2,306 256 / 44 / 300 0
4:00 PM 19 536 2 1 220 46 58 0 15 2 0 0 899
4:15 PM 40 533 0 0 232 51 73 0 12 0 0 0 941
4:30 PM 24 556 0 0 200 38 75 0 12 0 0 0 905
4:45 PM 4 0 5 6 7 0 0 2 7 1 5 5 6 4 0900 0 1,006
5:00 PM 3 7 6 0 6 0 0 2 3 4 3 9 5 1 0900 0 976
5:15 PM 26 566 0 0 251 51 79 0 12 0 1 0 986
5:30 PM 31 587 0 0 241 48 69 0 12 0 0 0 988
5:45 PM 25 521 0 0 183 53 65 1 14 0 0 0 862
VOLUMES 242 4,472 2 1 1,832 381 534 1 95 2 1 0 7,563
APPROACH % 5% 95% 0% 0% 83% 17% 85% 0% 15% 67% 33% 0%
APP/DEPART 4,716 / 5,006 2,214 / 1,929 630 / 43 / 624 0

BEGIN PEAK HR
VOLUMES 134 2,326 0 0 997 193 263 0 42 0 1 0 3,956
APPROACH % 5% 95% 0% 0% 84% 16% 86% 0% 14% 0% 100% 0%
PEAK HR FACTOR 0.956 0.913 0.838 0.250 0.983
APP/DEPART 2,460 / 2,589 1,190 / 1,039 305 / 01 / 328 0 Cannon

NORTH SIDE
Taft WEST SIDE EAST SIDE Taft

SOUTH SIDE
Cannon

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park - Orange
Cannon
Taft
Cannon Cannon Taft Taft
AM
7:30 AM
PM
4:45 PM
Attachment 5

DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 14
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: X21 1 2XXXX2X 1
7 : 0 0 A M 0 5 6 3 55 2 4 3 0000 2 4 6 01 0 595
7:15 AM 0 8 6 5 94 3 4 8 0000 2 6 7 01 7 781
7:30 AM 0 1 1 5 6 09 3 8 4 0000 2 7 6 02 6 870
7:45 AM 0 1 3 4 9 38 3 5 1 0000 2 6 7 04 2 895
8:00 AM 0 1 2 9 9 6 1 3 3 3 9 0000 2 6 3 05 0 890
8:15 AM 0 1 4 9 1 0 7 2 1 3 2 9 0000 2 2 9 02 7 862
8:30 AM 0 1 3 0 7 7 1 5 2 5 2 0000 2 1 5 02 7 716
8:45 AM 0 1 0 0 7 4 1 4 1 7 2 0000 1 7 3 01 2 545
VO L U M E S 0 8 9 9 6 0 1 8 9 2 , 4 1 8 0000 1 , 9 3 6 0 2 1 1 6 , 1 5 4 APPROACH % 0% 60% 40% 4% 96% 0% 0% 0% 0% 90% 0% 10%
APP/DEPART 1,500 / 1,110 2,507 / 4,354 0 / 690 2,147 / 00

BEGIN PEAK HR
VO L U M E S 0 5 2 7 3 5 6 5 1 1 , 4 0 3 0000 1 , 0 3 5 0 1 4 5 3 , 5 1 7 APPROACH % 0% 60% 40% 4% 96% 0% 0% 0% 0% 88% 0% 12%
PEAK HR FACTOR 0.862 0.925 0.000 0.942 0.982
APP/DEPART 883 / 672 1,454 / 2,438 0 / 407 1,180 / 00
4 : 0 0 P M 0 2 7 0 3 2 4 2 1 1 4 6 0000 1 2 1 01 3 895 4:15 PM 0 2 7 2 3 3 4 1 5 1 5 0 0000 1 3 3 02 3 927
4:30 PM 0 2 6 7 3 6 4 2 1 1 2 9 0000 1 0 9 01 5 905
4:45 PM 0 2 7 9 3 5 2 2 6 1 9 5 0000 1 3 1 01 7 1,000
5:00 PM 0 2 9 2 3 6 5 1 4 1 5 5 0000 1 1 8 01 3 957
5:15 PM 0 2 9 5 3 4 4 1 7 1 6 7 0000 1 3 5 01 4 972
5:30 PM 0 3 2 9 3 2 7 1 8 1 8 4 0000 1 1 5 01 9 992
5:45 PM 0 2 6 8 3 1 8 2 2 1 3 6 0000 1 0 0 01 6 860
VO L U M E S 0 2 , 2 7 2 2 , 7 2 8 1 5 4 1 , 2 6 2 0000 9 6 2 0 1 3 0 7 , 5 0 8 APPROACH % 0% 45% 55% 11% 89% 0% 0% 0% 0% 88% 0% 12%
APP/DEPART 5,000 / 2,402 1,416 / 2,224 0 / 2,882 1,092 / 00

BEGIN PEAK HR
VO L U M E S 0 1 , 1 9 5 1 , 3 8 8 7 5 7 0 1 0000 4 9 9 06 3 3 , 9 2 1 APPROACH % 0% 46% 54% 10% 90% 0% 0% 0% 0% 89% 0% 11%
PEAK HR FACTOR 0.983 0.878 0.000 0.943 0.980
APP/DEPART 2,583 / 1,258 776 / 1,200 0 / 1,463 562 / 00 Cannon

NORTH SIDE
Serrano WEST SIDE EAST SIDE Serrano

SOUTH SIDE
Cannon
AM
7:30 AM
PM
4:45 PM
Cannon Cannon Serrano Serrano

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Orange
Cannon
Serrano
Attachment 5
DATE: LOCATION: PROJECT #: SC3962
Wed, Apr 26, 23 NORTH & SOUTH: LOCATION #: 15
EAST & WEST: CONTROL: STOP E
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 12XX200X0XX X
7 : 0 0 A M 3 6 3 0 0 2 4 2 550600 0 324
7:15 AM 1 9 0 0 0 3 4 7 590500 0 457
7:30 AM 5 136 0 0 379 8 7 0 14 0 0 0 549
7:45 AM 1 1 1 6 0 0 0 3 5 2 1 4 1 0 0700 0 554
8:00 AM 5 174 0 0 350 13 7 0 12 0 0 0 561
8:15 AM 7 169 0 0 338 8 10 0 12 0 0 0 544
8:30 AM 11 146 0 0 256 5 10 0 11 0 0 0 439
8:45 AM 1 0 1 0 2 0 0 1 8 8 680800 0 322
VOLUMES 53 1,040 0 0 2,452 64 66 0 75 0 0 0 3,750
APPROACH % 5% 95% 0% 0% 97% 3% 47% 0% 53% 0% 0% 0%
APP/DEPART 1,093 / 1,106 2,516 / 2,527 141 / 00 / 117 0

BEGIN PEAK HR
VOLUMES 28 639 0 0 1,419 43 34 0 45 0 0 0 2,208
APPROACH % 4% 96% 0% 0% 97% 3% 43% 0% 57% 0% 0% 0%
PEAK HR FACTOR 0.932 0.944 0.898 0.000 0.984
APP/DEPART 667 / 673 1,462 / 1,464 79 / 00 / 71 0
4 : 0 0 P M 1 1 2 7 2 0 0 1 5 9 410700 0 454
4:15 PM 8 287 0 0 153 7 7 0 11 0 0 0 473
4:30 PM 6 2 7 6 0 0 1 5 0 1 1 40600 0 453
4:45 PM 1 0 2 8 6 0 0 2 1 2 680700 0 529
5:00 PM 1 0 2 9 5 0 0 1 7 0 460600 0 491
5:15 PM 9 3 0 0 0 0 1 7 4 1 2 90900 0 513
5:30 PM 9 3 3 0 0 0 1 9 5 720600 0 549
5:45 PM 1 2 2 7 2 0 0 1 5 1 810600 0 450
VOLUMES 75 2,318 0 0 1,364 59 38 0 58 0 0 0 3,912
APPROACH % 3% 97% 0% 0% 96% 4% 40% 0% 60% 0% 0% 0%
APP/DEPART 2,393 / 2,356 1,423 / 1,430 96 / 00 / 126 0

BEGIN PEAK HR
VOLUMES 38 1,211 0 0 751 29 25 0 28 0 0 0 2,082
APPROACH % 3% 97% 0% 0% 96% 4% 47% 0% 53% 0% 0% 0%
PEAK HR FACTOR 0.921 0.894 0.736 0.000 0.948
APP/DEPART 1,249 / 1,236 780 / 784 53 / 00 / 62 0
Cannon

NORTH SIDE
Loma WEST SIDE EAST SIDELoma

SOUTH SIDE
Cannon
AM
7:30 AM
PM
4:45 PM
Cannon Cannon Loma Loma

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Villa Park - Orange
Cannon
Loma
Attachment 5
CITY: Villa Park PROJECT:

AM Period EB WB PM Period EB WB
0:00 25 12 12:00 166 166
0:15 12 10 12:15 182 215
0:30 13 7 12:30 165 232
0:45 7 57 6 35 92 12:45 149 662 184 797 1459
1:00 5 7 13:00 150 169
1:15 9 7 13:15 183 194
1:30 5 4 13:30 149 204
1:45 5 24 2 20 44 13:45 165 647 175 742 1389
2:00 3 3 14:00 171 220
2:15 5 3 14:15 159 169
2:30 5 4 14:30 185 202
2:45 5 18 7 17 35 14:45 180 695 252 843 1538
3:00 1 5 15:00 186 248
3:15 4 4 15:15 203 348
3:30 2 13 15:30 209 288
3:45 3 10 8 30 40 15:45 238 836 349 1233 2069
4:00 7 9 16:00 255 285
4:15 6 13 16:15 280 329
4:30 5 16 16:30 246 326
4:45 7 2 53 06 8 9 3 16:45 259 1040 277 1217 2257
5:00 12 41 17:00 277 355
5:15 17 52 17:15 251 347
5:30 27 62 17:30 247 350
5:45 26 82 93 248 330 17:45 243 1018 280 1332 2350
6:00 51 80 18:00 234 281
6:15 72 125 18:15 210 250
6:30 104 139 18:30 224 220
6:45 142 369 175 519 888 18:45 172 840 147 898 1738
7:00 216 181 19:00 160 176
7:15 215 198 19:15 168 130
7:30 337 304 19:30 148 111
7:45 342 1110 294 977 2087 19:45 156 632 95 512 1144
8:00 292 304 20:00 152 102
8:15 286 271 20:15 156 82
8:30 194 278 20:30 139 70
8:45 195 967 223 1076 2043 20:45 157 604 50 304 908
9:00 154 203 21:00 127 70
9:15 143 205 21:15 121 52
9:30 156 205 21:30 106 56
9:45 151 604 209 822 1426 21:45 97 451 40 218 669
10:00 167 168 22:00 82 29
10:15 146 218 22:15 47 42
10:30 144 178 22:30 56 26
10:45 159 616 197 761 1377 22:45 38 223 21 118 341
11:00 135 187 23:00 29 20
11:15 184 162 23:15 28 18
11:30 152 174 23:30 17 14
11:45 157 628 202 725 1353 23:45 19 93 13 65 158
Total Vol. 4510 5298 9808 7741 8279 16020
EB WB Combined
12251 13577 25828
Split % 46.0% 54.0% 38.0% 48.3% 51.7% 62.0%
Peak Hour 7:30 7:30 7:30 16:15 17:00 16:45
Volume 1257 1173 2430 1062 1332 2363
P.H.F. 0.92 0.96 0.95 0.95 0.94 0.93
Wednesday, April 26, 2023 SC3962
ADT4 Villa Park Rd from N Wanda Rd to Center Dr. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
A32223
DATE: CITY# Orange
JOB #: SC3962 CLASS5 Villa Park Rd from Center Dr to Hewes St

AM COMBINED PM COMBINED
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTA L 0:00 0 2 8 10100000000 30 12:00 2 2 4 52 40 8 20020100 284 0:15 0 1 9 10000000000 20 12:15 0 2 7 93 70 1 3 30020100 335 0:30 0 1 7 00000000000 17 12:30 0 2 8 52 60 1 3 20000000 326 0:45 0 9 00000000000 9 12:45 1 2 5 14 11 6 10000000 301 1:00 0 1 1 00000000000 11 13:00 1 2 4 93 30 1 6 40000000 303 1:15 0 1 0 00100000000 11 13:15 1 2 9 53 01 1 0 10010000 339 1:30 0 9 30000000000 12 13:30 0 2 5 52 70 7 50010000 295 1:45 0 5 00000000000 5 13:45 0 3 1 32 00 6 20000000 341 2:00 0 6 10000000000 7 14:00 2 2 8 13 51 1 2 10020000 334 2:15 0 6 00000000000 6 14:15 3 2 4 23 10 1 0 30110200 293 2:30 0 5 10000000000 6 14:30 0 3 0 43 94 1 4 30000000 364 2:45 0 7 20100000000 10 14:45 0 3 5 14 00 1 5 30010000 410 3:00 0 7 10000000000 8 15:00 0 3 9 25 21 2 1 30000000 469 3:15 0 6 00100000000 7 15:15 4 4 2 54 50 2 0 30000300 500 3:30 0 8 00100000000 9 15:30 4 5 0 13 40 2 6 00000000 565 3:45 0 1 0 00000000000 10 15:45 0 4 3 94 50 1 6 20110100 505 4:00 0 7 10000000000 8 16:00 0 4 7 45 51 1 5 40120000 552 4:15 0 1 5 10100000000 17 16:15 3 5 6 76 31 7 20000000 643 4:30 0 1 7 20100000000 20 16:30 4 4 6 84 71 1 8 00000000 538 4:45 0 2 3 40200000000 29 16:45 2 4 7 25 61 1 4 20010000 548 5:00 0 2 6 40400000000 34 17:00 3 5 4 25 00 5 00000000 600 5:15 0 5 2 90100000000 62 17:15 2 5 2 24 91 8 00000000 582 5:30 0 6 8 80200000000 78 17:30 1 4 9 83 10 1 0 00100000 541 5:45 1 6 7 1 00120010000 82 17:45 4 4 4 34 70 6 20000000 502 6:00 0 9 3 1 90200000000 114 18:00 2 4 9 85 20 6 10000000 559 6:15 0 1 4 6 2 30 1 510000000 185 18:15 1 3 7 33 10 4 10000000 410 6:30 1 1 7 9 3 30 2 110011000 237 18:30 2 3 7 73 70 3 00100000 420 6:45 0 2 0 9 4 31 2 560000100 285 18:45 2 3 0 33 80 5 00000000 348 7:00 0 2 7 1 2 81 2 520000000 327 19:00 1 2 5 82 80 1 00000000 288 7:15 2 3 5 0 3 72 2 800001000 420 19:15 2 2 4 51 10 4 00000000 262 7:30 1 4 4 3 4 60 3 130000000 524 19:30 1 2 1 01 60 0 00000000 227 7:45 0 5 4 2 6 50 2 610010100 636 19:45 0 2 1 12 30 0 00000000 234 8:00 3 4 6 5 6 20 2 030000200 555 20:00 2 1 6 72 00 1 00000000 190 8:15 0 4 6 9 5 60 1 320000000 540 20:15 0 1 6 21 30 0 00000000 175 8:30 2 3 7 1 4 91 2 810000000 452 20:30 0 1 5 51 70 1 00000000 173 8:45 0 3 1 7 3 64 2 310111100 385 20:45 0 1 6 51 60 1 00000000 182 9:00 2 2 6 6 3 91 1 220001000 323 21:00 1 1 5 31 70 1 00000000 172 9:15 0 2 8 3 3 84 1 130010100 341 21:15 0 1 4 61 60 0 00000000 162 9:30 0 2 4 8 4 91 1 120100000 312 21:30 0 1 3 5 80 1 00000000 144 9:45 0 2 5 1 4 61840010100 312 21:45 0 1 0 3 50 0 00000000 108 10:00 0 2 7 6 4 41 1 710000000 339 22:00 09 1 80 0 00000000 99 10:15 0 2 4 0 4 61 1 920000000 308 22:15 07 7 80 0 00000000 85 10:30 0 2 0 2 3 92 1 020000000 255 22:30 25 8 70 1 00000000 68 10:45 1 2 4 4 4 30730000000 298 22:45 04 7 90 0 00000000 56 11:00 0 2 4 4 4 70 1 320000000 306 23:00 04 2 30 0 00000000 45 11:15 0 2 5 3 2 71 1 620000000 299 23:15 02 9 40 1 00000000 34 11:30 0 2 4 8 3 81 1 140110000 304 23:30 01 7 30 0 00000000 20 11:45 0 2 5 9 4 50910000000 314 23:45 02 8 10 1 00000000 30 TOTAL 13 7,307 1,047 22 418 51 0374700 8,879 TOTAL 53 13,143 1,348 13 327 50 0 5 14 0800 14,961 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:15 PM
AM PEAK VOLUME 2,255 PM PEAK VOLUME 2,329
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 66 20,450 2,395 35 745 101 0 8 21 4 15 0 0 23,840 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.3% 85.8% 10.0% 0.1% 3.1% 0.4% 0.0% 0.0% 0.1% 0.0% 0.1% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers
CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, April 26, 2023
Attachment 5
CITY: Orange PROJECT:

AM Period EB WB PM Period EB WB
0:00 19 11 12:00 140 174
0:15 13 10 12:15 169 193
0:30 11 8 12:30 174 199
0:45 5 4 81 03 9 8 7 12:45 138 621 184 750 1371
1:00 4 6 13:00 154 169
1:15 5 7 13:15 172 182
1:30 9 2 13:30 144 176
1:45 3 21 2 17 38 13:45 159 629 181 708 1337
2:00 3 5 14:00 154 210
2:15 2 3 14:15 164 172
2:30 5 1 14:30 199 220
2:45 4 14 8 17 31 14:45 203 720 247 849 1569
3:00 1 4 15:00 219 316
3:15 1 4 15:15 231 341
3:30 2 5 15:30 258 377
3:45 3 7 9 22 29 15:45 251 959 355 1389 2348
4:00 2 3 16:00 291 329
4:15 4 16 16:15 300 397
4:30 2 15 16:30 258 338
4:45 8 1 62 25 6 7 2 16:45 258 1107 356 1420 2527
5:00 10 25 17:00 333 368
5:15 22 42 17:15 284 388
5:30 25 58 17:30 274 361
5:45 25 82 59 184 266 17:45 241 1132 306 1423 2555
6:00 44 82 18:00 286 302
6:15 76 114 18:15 192 223
6:30 110 148 18:30 244 211
6:45 137 367 184 528 895 18:45 189 911 186 922 1833
7:00 163 187 19:00 147 140
7:15 231 239 19:15 161 120
7:30 270 282 19:30 123 109
7:45 331 995 396 1104 2099 19:45 147 578 101 470 1048 8:00 323 329 20:00 114 81
8:15 337 309 20:15 117 72
8:30 219 294 20:30 122 58
8:45 203 1082 223 1155 2237 20:45 133 486 73 284 770
9:00 169 202 21:00 119 66
9:15 138 214 21:15 119 59
9:30 147 175 21:30 110 55
9:45 138 592 184 775 1367 21:45 72 420 38 218 638
10:00 161 195 22:00 64 26
10:15 140 189 22:15 50 40
10:30 113 166 22:30 45 28
10:45 128 542 184 734 1276 22:45 34 193 17 111 304
11:00 155 179 23:00 32 17
11:15 152 181 23:15 19 13
11:30 157 168 23:30 17 6
11:45 153 617 199 727 1344 23:45 16 84 17 53 137
Total Vol. 4383 5358 9741 7840 8597 16437
EB WB Combined
12223 13955 26178
Split % 45.0% 55.0% 37.2% 47.7% 52.3% 62.8%
Peak Hour 7:30 7:45 7:30 16:15 16:45 16:45
Volume 1261 1328 2577 1149 1473 2622
P.H.F. 0.94 0.84 0.89 0.86 0.95 0.94
Wednesday, April 26, 2023 SC3962
ADT7 Villa Park Rd from Hewes St to Cannon St. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
A32223
DATE: CITY# Orange
JOB #: SC3962 CLASS8 Santiago Canyon Rd from Cannon St to Orange Park Blvd

AM COMBINED PM COMBINED
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTA L 0:00 0 1 1 10300000000 15 12:00 3 2 4 12 63 6 11020100 284 0:15 0 1 4 10000000000 15 12:15 0 2 5 43 50 1 0 11020100 304 0:30 0 1 2 00000000000 12 12:30 1 2 5 12 61 9 31000000 292 0:45 0 5 10000000000 6 12:45 4 2 8 33 62 7 01000000 333 1:00 0 1 0 00000000000 10 13:00 3 2 6 13 21 1 3 20000000 312 1:15 0 3 00100000000 4 13:15 3 3 5 04 21 7 10000000 404 1:30 0 6 00000000000 6 13:30 2 2 9 12 91 8 20010000 334 1:45 0 2 00000000000 2 13:45 0 2 7 92 60 7 10010000 314 2:00 1 4 00000000000 5 14:00 1 3 0 34 11 9 10010000 357 2:15 0 3 00000000000 3 14:15 3 2 8 93 20 7 21110200 338 2:30 0 1 0 00000000000 10 14:30 1 3 2 54 63 1 8 10100000 395 2:45 0 6 10000000000 7 14:45 2 4 5 44 11 2 0 31000100 523 3:00 0 4 00000000000 4 15:00 2 5 9 65 20 1 9 21010000 673 3:15 0 7 00000000000 7 15:15 8 5 5 25 10 2 2 21000300 639 3:30 0 8 00000000000 8 15:30 7 6 4 24 90 2 5 00000000 723 3:45 0 2 00000000000 2 15:45 1 5 8 25 60 2 3 21020100 668 4:00 0 8 10000000000 9 16:00 1 5 8 14 20 1 6 31020000 646 4:15 0 2 3 00000000000 23 16:15 6 6 6 03 50 8 10000000 710 4:30 0 1 6 10000000000 17 16:30 4 6 5 23 11 1 2 30000200 705 4:45 0 3 2 00000000000 32 16:45 1 7 2 83 50 1 6 10020101 785 5:00 0 2 8 10000000000 29 17:00 5 7 6 94 20 9 00000000 825 5:15 0 7 2 10000000000 73 17:15 3 7 7 63 61 1 1 00000001 828 5:30 1 7 9 1 00200010000 93 17:30 3 7 6 73 00 1 0 10000000 811 5:45 0 7 1 51110010000 80 17:45 5 6 4 52 50 6 11000100 684 6:00 0 9 5 80300000000 106 18:00 3 5 8 92 80 4 01000000 625 6:15 4 1 4 0 1 70501010000 168 18:15 1 5 3 42 50 7 10000000 568 6:30 3 2 3 9 2 21810010100 276 18:30 2 3 9 72 30 3 00010000 426 6:45 1 3 1 4 3 30 1 332010100 368 18:45 2 3 4 82 60 5 00000000 381 7:00 0 4 2 6 2 40 1 430000100 468 19:00 2 2 6 61 80 0 00000000 286 7:15 2 5 3 6 4 41 1 900010101 605 19:15 3 2 3 71 50 2 00000000 257 7:30 1 6 3 1 3 50 1 831000001 690 19:30 2 2 1 8 80 0 00000000 228 7:45 1 6 2 3 3 41 2 110010200 684 19:45 0 1 6 2 80 1 00000000 171 8:00 2 6 7 7 4 20 1 230010200 739 20:00 2 1 7 9 60 1 00000000 188 8:15 1 7 4 7 4 03650000100 803 20:15 0 1 6 6 30 0 00000000 169 8:30 3 5 7 0 3 00 2 011000000 625 20:30 0 1 1 3 60 0 00000000 119 8:45 0 4 2 4 3 43 1 420030000 480 20:45 0 1 2 4 10 1 00000000 126 9:00 2 3 5 0 3 80 1 120000200 405 21:00 1 1 3 2 40 1 00000000 138 9:15 2 2 6 8 3 96 1 540010000 335 21:15 1 1 3 8 00 1 00000000 140 9:30 1 2 6 7 4 11811000000 320 21:30 1 1 2 0 00 1 00000000 122 9:45 1 2 9 6 2 71613010100 337 21:45 07 8 20 0 00000000 80 10:00 0 3 1 0 3 61501000000 353 22:00 18 7 40 0 00000000 92 10:15 0 2 7 1 3 23720000000 315 22:15 04 7 30 0 00000000 50 10:30 0 2 3 3 3 23703000000 278 22:30 24 1 10 0 00000000 44 10:45 1 1 9 8 2 70801000100 236 22:45 04 4 20 0 00000000 46 11:00 4 2 1 6 3 60301000000 260 23:00 04 3 20 0 00000000 45 11:15 0 2 4 9 3 61911000000 297 23:15 02 6 00 0 00000000 26 11:30 2 3 1 6 3 80210100000 360 23:30 11 7 00 0 00000000 18 11:45 0 3 1 9 4 71810000000 376 23:45 02 2 00 0 00000000 22 TOTAL 33 9,151 815 27 249 36 16 1 13 0 13 0 2 10,356 TOTAL 93 15,659 1,081 16 325 35 12 2 16 0 13 0 2 17,254 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:45 PM
AM PEAK VOLUME 2,916 PM PEAK VOLUME 3,249
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 126 24,810 1,896 43 574 71 28 3 29 0 26 0 4 27,610 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.5% 89.9% 6.9% 0.2% 2.1% 0.3% 0.1% 0.0% 0.1% 0.0% 0.1% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers
CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, April 26, 2023
Attachment 5
CITY: Villa Park - Orange PROJECT:

AM Period EB WB PM Period EB WB
0:00 8 1 12:00 71 63
0:15 4 4 12:15 94 60
0:30 0 1 12:30 119 85
0:45 01 20 6 1 8 12:45 162 446 57 265 711
1:00 1 0 13:00 195 107
1:15 1 0 13:15 146 182
1:30 1 1 13:30 151 149
1:45 1401 5 13:45 125 617 135 573 1190
2:00 1 2 14:00 78 89
2:15 0 0 14:15 84 65
2:30 0 0 14:30 76 66
2:45 0102 3 14:45 80 318 81 301 619
3:00 0 1 15:00 130 88
3:15 0 4 15:15 180 87
3:30 0 0 15:30 157 181
3:45 0005 5 15:45 117 584 130 486 1070
4:00 0 2 16:00 99 93
4:15 0 2 16:15 108 91
4:30 0 5 16:30 114 94
4:45 0 0 6 15 15 16:45 161 482 102 380 862
5:00 0 5 17:00 182 103
5:15 4 8 17:15 160 122
5:30 4 8 17:30 127 121
5:45 5 1 31 03 1 4 4 17:45 156 625 109 455 1080
6:00 12 13 18:00 119 121
6:15 34 32 18:15 96 99
6:30 27 28 18:30 96 86
6:45 40 113 34 107 220 18:45 89 400 89 395 795
7:00 59 44 19:00 82 90
7:15 104 76 19:15 50 83
7:30 135 99 19:30 50 86
7:45 224 522 127 346 868 19:45 52 234 57 316 550
8:00 309 198 20:00 40 47
8:15 326 183 20:15 41 31
8:30 123 147 20:30 26 22
8:45 101 859 93 621 1480 20:45 24 131 17 117 248
9:00 178 97 21:00 38 17
9:15 175 126 21:15 28 52
9:30 82 78 21:30 25 44
9:45 48 483 56 357 840 21:45 21 112 9 122 234
10:00 46 49 22:00 9 1
10:15 45 79 22:15 11 8
10:30 44 62 22:30 13 9
10:45 71 206 57 247 453 22:45 9 42 4 22 64
11:00 72 70 23:00 9 6
11:15 55 102 23:15 75
11:30 57 73 23:30 4 2
11:45 70 254 69 314 568 23:45 4 24 0 13 37
Total Vol. 2467 2052 4519 4015 3445 7460
EB WB Combined
6482 5497 11979
Split % 54.6% 45.4% 37.7% 53.8% 46.2% 62.3%
Peak Hour 7:30 7:45 7:45 12:45 13:00 13:00
Volume 994 655 1637 654 573 1190
P.H.F. 0.76 0.83 0.80 0.84 0.79 0.91
Wednesday, April 26, 2023 SC3962
ADT15 Taft Ave from Center Dr to Santiago Blvd. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
CITY: Villa Park PROJECT:

AM Period EB WB PM Period EB WB
0:00 5 1 12:00 37 54
0:15 5 2 12:15 49 52
0:30 1 1 12:30 39 55
0:45 0 11 0 4 1 5 12:45 58 183 52 213 396
1:00 2 0 13:00 62 37
1:15 0 0 13:15 62 61
1:30 1 0 13:30 57 57
1:45 0 3 0 0 3 13:45 61 242 40 195 437
2:00 1 2 14:00 60 48
2:15 0 0 14:15 51 64
2:30 0 0 14:30 51 55
2:45 0 1 0 2 3 14:45 39 201 62 229 430
3:00 0 0 15:00 54 67
3:15 0 3 15:15 57 65
3:30 0 0 15:30 100 65
3:45 0 0 1 4 4 15:45 53 264 63 260 524
4:00 0 1 16:00 69 65
4:15 1 3 16:15 69 79
4:30 0 4 16:30 77 68
4:45 0 1 7 15 16 16:45 58 273 96 308 581
5:00 1 4 17:00 51 79
5:15 2 5 17:15 81 73
5:30 2 5 17:30 65 77
5:45 6 11 7 21 32 17:45 71 268 77 306 574
6:00 11 11 18:00 61 61
6:15 14 20 18:15 53 58
6:30 13 17 18:30 65 47
6:45 14 52 29 77 129 18:45 57 236 38 204 440
7:00 20 27 19:00 48 31
7:15 27 41 19:15 44 32
7:30 31 59 19:30 51 35
7:45 68 146 83 210 356 19:45 32 175 35 133 308
8:00 74 81 20:00 44 24
8:15 69 76 20:15 30 17
8:30 52 72 20:30 25 10
8:45 35 230 65 294 524 20:45 20 119 18 69 188
9:00 37 50 21:00 25 12
9:15 41 49 21:15 23 14
9:30 43 47 21:30 24 9
9:45 37 158 52 198 356 21:45 17 89 4 39 128
10:00 32 53 22:00 10 2
10:15 30 55 22:15 13 6
10:30 30 49 22:30 9 7
10:45 31 123 50 207 330 22:45 11 43 4 19 62
11:00 46 48 23:00 7 2
11:15 30 53 23:15 5 2
11:30 36 47 23:30 5 0
11:45 39 151 57 205 356 23:45 4 21 0 4 2 5
Total Vol. 887 1237 2124 2114 1979 4093
EB WB Combined
3001 3216 6217
Split % 41.8% 58.2% 34.2% 51.6% 48.4% 65.8%
Peak Hour 7:45 7:45 7:45 15:30 16:45 16:30
Volume 263 312 575 291 325 583
P.H.F. 0.89 0.94 0.93 0.73 0.85 0.95
Wednesday, April 26, 2023 SC3962
ADT14 Taft Ave from Cannon St to Center Dr. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
A32223
DATE: CITY# Orange
JOB #: SC3962 CLASS12 Serrano Ave from Cannon St to Orange Park Blvd

AM COMBINED PM COMBINED
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTA L 0:00 0 2 1 10000000000 22 12:00 0 1 8 72 01 1 11000000 211 0:15 0 1 1 00000000000 11 12:15 0 2 1 62 32 7 11000000 250 0:30 0 8 10000000000 9 12:30 1 2 1 12 91 2 10000000 245 0:45 0 5 00000000000 5 12:45 1 1 9 61 91 3 00000000 220 1:00 0 8 00000000000 8 13:00 3 1 8 91 70 5 20000000 216 1:15 0 4 00000000000 4 13:15 3 2 3 42 40 3 00000000 264 1:30 0 7 00000000000 7 13:30 1 1 9 23 30 4 01000000 231 1:45 0 3 00000000000 3 13:45 0 1 9 11 80 6 00000000 215 2:00 0 3 00000000000 3 14:00 4 2 2 12 90 2 00000000 256 2:15 0 4 00000000000 4 14:15 0 2 3 52 80 5 00000000 268 2:30 0 8 10100000000 10 14:30 1 2 3 33 41 7 00000000 276 2:45 0 3 00000000000 3 14:45 1 2 3 62 83 6 00000000 274 3:00 0 3 00000000000 3 15:00 0 2 7 33 20 5 10000000 311 3:15 0 3 30000000000 6 15:15 0 3 1 64 32 3 10000000 365 3:30 0 7 00000000000 7 15:30 2 3 7 74 42 7 00000000 432 3:45 0 4 00000000000 4 15:45 1 3 7 63 45 9 00000000 425 4:00 1 6 10000000000 8 16:00 1 4 3 82 93 8 00000000 479 4:15 0 1 1 20000000000 13 16:15 1 4 5 84 11 3 10000000 505 4:30 1 1 7 40000000000 22 16:30 3 4 6 73 10 6 00000200 509 4:45 0 2 4 10000000000 25 16:45 0 4 7 73 91 7 00010100 526 5:00 0 3 2 00100000000 33 17:00 0 4 7 33 30 4 00000000 510 5:15 0 3 9 30200000000 44 17:15 0 4 7 13 80 1 00000000 510 5:30 0 4 6 20000000000 48 17:30 0 4 4 82 70 4 00000000 479 5:45 0 6 0 30000000000 63 17:45 1 4 1 73 50 3 00000000 456 6:00 0 9 4 1 00000000000 104 18:00 0 4 1 73 50 3 00000000 455 6:15 2 1 4 3 60100000000 152 18:15 1 3 7 12 30 5 01000000 401 6:30 1 1 6 7 1 23300000000 186 18:30 1 3 3 21 20 4 00000000 349 6:45 0 1 9 8 92300010000 213 18:45 2 3 4 11 40 1 00000000 358 7:00 1 2 8 1 83300000000 296 19:00 0 2 2 51 00 1 00000000 236 7:15 1 3 2 6 1 81100000000 347 19:15 0 2 1 01 10 0 00000000 221 7:30 1 3 4 2 2 22310000000 371 19:30 0 1 8 91 20 0 00000000 201 7:45 0 3 6 9 3 23600000000 410 19:45 0 1 9 1 80 3 00000000 202 8:00 3 3 9 9 1 42400000000 422 20:00 0 1 8 0 40 2 00000000 186 8:15 2 3 5 0 2 31710000000 384 20:15 0 1 2 5 70 0 00000000 132 8:30 0 3 0 6 1 91800000000 334 20:30 0 1 2 5 70 2 00000000 134 8:45 1 2 4 4 1 92700000000 273 20:45 0 1 4 4 80 0 00000000 152 9:00 0 1 9 7 2 42410000000 228 21:00 0 1 1 3 70 0 00000000 120 9:15 0 1 8 6 2 30400000000 213 21:15 1 1 2 1 40 0 00000000 126 9:30 2 2 1 5 2 10900000000 247 21:30 1 1 3 4 10 0 00000000 136 9:45 0 1 9 0 3 00610000000 227 21:45 08 1 20 0 00000000 83 10:00 0 2 1 5 3 00702000000 254 22:00 05 9 50 0 00000000 64 10:15 1 1 8 3 2 90600000000 219 22:15 06 0 40 0 00000000 64 10:30 0 1 6 9 2 20620000000 199 22:30 05 5 20 0 00000000 57 10:45 0 1 7 1 2 70 1 000000000 208 22:45 03 2 10 0 00000000 33 11:00 3 1 8 6 1 90701000000 216 23:00 03 0 20 0 00000000 32 11:15 3 1 9 4 2 20910000000 229 23:15 03 1 10 0 00000000 32 11:30 3 2 1 9 2 62 1 201000000 263 23:30 01 3 10 0 00000000 14 11:45 0 1 8 8 2 62310000000 220 23:45 02 3 20 0 00000000 25 TOTAL 26 5,869 513 26 133 84010000 6,580 TOTAL 30 11,134 911 23 132 84010300 12,246 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:30 PM
AM PEAK VOLUME 1,587 PM PEAK VOLUME 2,055
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 56 17,003 1,424 49 265 16 8020300 18,826 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.3% 90.3% 7.6% 0.3% 1.4% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers
CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit

24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, April 26, 2023
Attachment 5
A32223
DATE: CITY# Orange
JOB #: SC3962 CLASS1 Santiago Blvd from Meats Ave to Taft Ave

AM COMBINED PM COMBINED
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTA L 0:00 0 1 5 30000000000 18 12:00 0 2 0 63 81 4 10010000 251 0:15 0 1 2 00000000000 12 12:15 0 2 4 53 91 4 10000000 290 0:30 0 6 00000000000 6 12:30 1 2 4 14 20 1 00100000 286 0:45 0 7 00000000000 7 12:45 0 3 0 46 31 6 10000000 375 1:00 0 8 20000000000 10 13:00 1 2 7 44 81 1 00000000 325 1:15 0 4 10000000000 5 13:15 2 3 0 23 82 7 00000000 351 1:30 0 0 00000000000 0 13:30 0 3 1 53 40 7 00000000 356 1:45 0 9 00100000000 10 13:45 0 2 8 25 10 7 00000000 340 2:00 0 4 00000000000 4 14:00 2 2 1 94 51 3 00000000 270 2:15 0 6 00000000000 6 14:15 3 2 3 34 41 9 10000000 291 2:30 0 4 00000000000 4 14:30 1 2 0 84 91 5 10000000 265 2:45 0 5 20000000000 7 14:45 0 2 7 23 60 9 00010000 318 3:00 0 2 10000000000 3 15:00 0 2 4 25 51 7 00000000 305 3:15 0 2 10000000000 3 15:15 0 2 6 85 90 8 00000000 335 3:30 0 1 00000000000 1 15:30 1 3 4 67 61 8 00000000 432 3:45 0 2 20000000000 4 15:45 0 2 9 85 70 4 00000000 359 4:00 0 3 20000000000 5 16:00 0 3 1 46 11 4 00000000 380 4:15 0 1 1 30000000000 14 16:15 0 3 1 87 11 6 10000000 397 4:30 0 1 0 20000000000 12 16:30 0 3 5 95 60 7 10000000 423 4:45 1 1 5 50100000000 22 16:45 0 3 5 96 20 1 0 00000000 431 5:00 0 1 3 70000000000 20 17:00 0 3 7 96 31 5 00000000 448 5:15 0 2 8 41010000000 34 17:15 1 3 8 16 31 4 10000000 451 5:30 0 3 1 40000000000 35 17:30 0 3 7 75 40 7 00000000 438 5:45 0 3 9 1 70000000000 56 17:45 2 3 7 96 71 5 10000000 455 6:00 0 6 1 1 71100000000 80 18:00 0 3 5 54 31 3 00100000 403 6:15 0 7 0 1 91200000000 92 18:15 2 2 8 75 30 4 00000000 346 6:30 0 7 5 2 70600010000 109 18:30 0 2 6 53 51 3 00100000 305 6:45 0 1 0 0 2 50700000000 132 18:45 3 2 4 83 70 3 00000000 291 7:00 0 1 5 2 2 41600000000 183 19:00 1 2 3 32 91 2 00000000 266 7:15 1 1 6 7 3 01800000000 207 19:15 0 2 0 72 91 2 00000000 239 7:30 0 2 3 6 4 10500000000 282 19:30 0 1 9 12 70 2 00000000 220 7:45 0 2 9 5 4 62200000000 345 19:45 0 1 5 92 70 2 00000000 188 8:00 0 3 2 4 5 81210000000 386 20:00 0 1 3 12 41 2 00000000 158 8:15 0 2 6 6 4 10000000000 307 20:15 0 1 3 31 61 2 00000000 152 8:30 0 2 4 3 3 81500000000 287 20:30 0 1 0 81 51 0 00000000 124 8:45 1 2 2 6 3 81620000000 274 20:45 0 1 0 31 30 0 00000000 116 9:00 2 1 7 4 2 91600000000 212 21:00 09 71 30 0 00000000 110 9:15 2 2 3 2 5 51500000000 295 21:15 09 21 41 0 00000000 107 9:30 1 1 8 0 3 60800010000 226 21:30 08 71 00 0 00000000 97 9:45 1 1 8 7 3 60700000000 231 21:45 07 7 70 0 00000000 84 10:00 0 1 7 1 4 21100000000 215 22:00 05 4 80 0 00000000 62 10:15 0 1 7 9 4 21200000000 224 22:15 06 21 30 0 00000000 75 10:30 0 1 6 7 3 50620000000 210 22:30 03 7 40 0 00000000 41 10:45 0 1 8 3 4 30100000000 227 22:45 03 1 70 0 00000000 38 11:00 1 1 7 2 4 61700000000 227 23:00 02 9 30 0 00000000 32 11:15 1 1 8 5 4 41000000000 231 23:15 01 7 40 0 00000000 21 11:30 0 1 7 5 3 60700000000 218 23:30 11 2 10 0 00000000 14 11:45 0 2 1 9 3 70900100000 266 23:45 01 9 20 0 00000000 21 TOTAL 11 4,676 941 16 111 60120000 5,764 TOTAL 21 10,155 1,705 24 163 90320000 12,082 AM PEAK HOUR 7:45 AM PM PEAK HOUR 5:00 PM
AM PEAK VOLUME 1,325 PM PEAK VOLUME 1,792
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 32 14,831 2,646 40 274 15 0440000 17,846 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.2% 83.1% 14.8% 0.2% 1.5% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers
CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit

24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, April 26, 2023
Attachment 5
CITY: Villa Park - Orange PROJECT:

AM Period NB SB PM Period NB SB
0:00 13 10 12:00 136 166
0:15 10 8 12:15 164 168
0:30 4 5 12:30 242 157
0:45 7 34 5 28 62 12:45 244 786 186 677 1463
1:00 10 2 13:00 174 167
1:15 3 4 13:15 229 232
1:30 0 0 13:30 190 177
1:45 7 20 2 8 2 8 13:45 185 778 229 805 1583
2:00 2 4 14:00 163 163
2:15 5 1 14:15 187 180
2:30 0 1 14:30 143 157
2:45 3 10 6 12 22 14:45 162 655 161 661 1316
3:00 2 1 15:00 222 167
3:15 2 3 15:15 256 169
3:30 2 1 15:30 250 225
3:45 4 10 3 8 1 8 15:45 220 948 205 766 1714
4:00 4 4 16:00 240 178
4:15 8 16 16:15 269 168
4:30 9 8 16:30 265 163
4:45 10 31 11 39 70 16:45 287 1061 158 667 1728
5:00 11 14 17:00 299 182
5:15 17 20 17:15 314 223
5:30 14 46 17:30 325 196
5:45 41 83 39 119 202 17:45 279 1217 198 799 2016
6:00 38 48 18:00 280 171
6:15 64 69 18:15 231 165
6:30 57 70 18:30 202 164
6:45 73 232 90 277 509 18:45 169 882 140 640 1522
7:00 107 127 19:00 178 156
7:15 124 145 19:15 120 122
7:30 203 204 19:30 104 136
7:45 205 639 247 723 1362 19:45 96 498 102 516 1014
8:00 254 229 20:00 90 100
8:15 221 208 20:15 95 107
8:30 179 155 20:30 94 77
8:45 169 823 145 737 1560 20:45 63 342 72 356 698
9:00 166 133 21:00 79 62
9:15 180 162 21:15 68 73
9:30 109 157 21:30 57 64
9:45 137 592 143 595 1187 21:45 61 265 38 237 502
10:00 115 158 22:00 39 36
10:15 122 138 22:15 41 40
10:30 129 123 22:30 24 23
10:45 153 519 138 557 1076 22:45 19 123 16 115 238
11:00 130 148 23:00 16 23
11:15 126 132 23:15 7 9
11:30 119 161 23:30 10 11
11:45 151 526 138 579 1105 23:45 10 43 8 51 94
Total Vol. 3519 3682 7201 7598 6290 13888
NB SB Combined
11117 9972 21089
Split % 48.9% 51.1% 34.1% 54.7% 45.3% 65.9%
Peak Hour 7:30 7:30 7:30 16:45 13:00 17:00
Volume 883 888 1771 1225 805 2016
P.H.F. 0.87 0.90 0.92 0.97 0.87 0.94
Wednesday, April 26, 2023 SC3962
ADT2 Santiago Blvd from Taft Ave to Villa Park Rd. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
CITY: Villa Park - Orange PROJECT:

AM Period NB SB PM Period NB SB
0:00 4 17 12:00 125 166
0:15 8 18 12:15 135 149
0:30 4 5 12:30 174 183
0:45 2 18 4 44 62 12:45 189 623 163 661 1284
1:00 7 2 13:00 137 140
1:15 1 9 13:15 176 180
1:30 1 1 13:30 130 152
1:45 3 12 0 12 24 13:45 123 566 202 674 1240
2:00 0 4 14:00 116 134
2:15 4 6 14:15 127 169
2:30 2 2 14:30 119 149
2:45 1 7 1 13 20 14:45 110 472 141 593 1065
3:00 1 4 15:00 141 161
3:15 1 1 15:15 146 146
3:30 2 4 15:30 163 190
3:45 3 7 3 12 19 15:45 115 565 181 678 1243
4:00 5 2 16:00 171 152
4:15 9 6 16:15 159 165
4:30 17 4 16:30 167 179
4:45 13 44 5 17 61 16:45 186 683 163 659 1342
5:00 16 7 17:00 183 184
5:15 15 8 17:15 199 160
5:30 28 13 17:30 174 150
5:45 41 100 12 40 140 17:45 158 714 158 652 1366
6:00 48 35 18:00 150 145
6:15 61 31 18:15 123 154
6:30 54 43 18:30 106 142
6:45 72 235 54 163 398 18:45 111 490 131 572 1062
7:00 89 81 19:00 110 130
7:15 95 83 19:15 61 107
7:30 156 150 19:30 61 117
7:45 212 552 198 512 1064 19:45 63 295 85 439 734
8:00 239 208 20:00 56 82
8:15 188 148 20:15 59 92
8:30 151 153 20:30 60 83
8:45 121 699 129 638 1337 20:45 43 218 79 336 554
9:00 129 116 21:00 43 64
9:15 139 114 21:15 40 63
9:30 109 121 21:30 35 61
9:45 116 493 119 470 963 21:45 33 151 42 230 381
10:00 105 118 22:00 23 41
10:15 109 114 22:15 17 51
10:30 119 103 22:30 12 32
10:45 113 446 128 463 909 22:45 9 61 14 138 199
11:00 120 132 23:00 10 22
11:15 99 125 23:15 7 11
11:30 92 137 23:30 5 19
11:45 124 435 146 540 975 23:45 3 25 10 62 87
Total Vol. 3048 2924 5972 4863 5694 10557
NB SB Combined
7911 8618 16529
Split % 51.0% 49.0% 36.1% 46.1% 53.9% 63.9%
Peak Hour 7:30 7:45 7:30 16:45 16:15 16:30
Volume 795 707 1499 742 691 1421
P.H.F. 0.83 0.85 0.84 0.96 0.94 0.97
Wednesday, April 26, 2023 SC3962
ADT3 N Wanda Rd from E Garfield Ave to E Collins Ave. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
CITY: Orange PROJECT:

AM Period NB SB PM Period NB SB
0:00 3 5 12:00 65 55
0:15 4 3 12:15 56 53
0:30 0 2 12:30 73 66
0:45 1 8 5 15 23 12:45 73 267 72 246 513
1:00 0 1 13:00 73 69
1:15 1 2 13:15 70 81
1:30 2 1 13:30 67 64
1:45 0 3 0 4 7 13:45 65 275 96 310 585
2:00 0 3 14:00 59 73
2:15 1 0 14:15 63 56
2:30 2 0 14:30 99 84
2:45 1 4 1 4 8 14:45 97 318 95 308 626
3:00 2 1 15:00 102 96
3:15 1 1 15:15 115 90
3:30 2 0 15:30 118 98
3:45 3 8 3 5 1 3 15:45 124 459 117 401 860
4:00 1 2 16:00 113 81
4:15 1 4 16:15 99 93
4:30 3 2 16:30 109 89
4:45 6 11 3 11 22 16:45 120 441 106 369 810
5:00 7 2 17:00 125 84
5:15 3 5 17:15 128 94
5:30 7 16 17:30 112 96
5:45 16 33 6 29 62 17:45 117 482 88 362 844
6:00 17 19 18:00 116 67
6:15 24 27 18:15 92 73
6:30 45 42 18:30 85 66
6:45 52 138 56 144 282 18:45 65 358 72 278 636
7:00 44 71 19:00 53 56
7:15 69 103 19:15 52 47
7:30 90 144 19:30 49 50
7:45 134 337 181 499 836 19:45 43 197 41 194 391
8:00 133 174 20:00 38 35
8:15 130 162 20:15 22 34
8:30 74 123 20:30 53 30
8:45 68 405 75 534 939 20:45 34 147 38 137 284
9:00 66 70 21:00 32 25
9:15 71 74 21:15 41 31
9:30 41 55 21:30 32 21
9:45 44 222 58 257 479 21:45 18 123 22 99 222
10:00 38 67 22:00 14 17
10:15 55 66 22:15 12 11
10:30 45 55 22:30 8 15
10:45 51 189 55 243 432 22:45 12 46 7 50 96
11:00 56 47 23:00 7 7
11:15 49 66 23:15 4 8
11:30 49 64 23:30 7 4
11:45 60 214 47 224 438 23:45 5 23 8 27 50
Total Vol. 1572 1969 3541 3136 2781 5917
NB SB Combined
4708 4750 9458
Split % 44.4% 55.6% 37.4% 53.0% 47.0% 62.6%
Peak Hour 7:30 7:30 7:30 16:45 15:00 16:45
Volume 487 661 1148 485 401 865
P.H.F. 0.91 0.91 0.91 0.98 0.86 0.96
Wednesday, April 26, 2023 SC3962
ADT6 Hewes St from Villa Park Rd to E Spring St. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
A32223
DATE: CITY# Orange
JOB #: SC3962 CLASS13 Cannon St from Serrano Ave to Via Escola

AM COMBINED PM COMBINED
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTA L 0:00 0 1 7 10000000000 18 12:00 1 1 9 6 80 2 10000000 208 0:15 0 1 3 00000010000 14 12:15 0 1 8 41 40 3 00000000 201 0:30 0 8 00000000000 8 12:30 1 2 2 32 61 5 00000000 256 0:45 0 5 00000000000 5 12:45 2 2 2 41 60 1 00000000 243 1:00 0 4 00000000000 4 13:00 0 2 1 51 45 9 00000000 243 1:15 0 3 00000000000 3 13:15 1 2 4 71 81 4 00000000 271 1:30 0 3 00000000000 3 13:30 1 2 0 41 21 3 10000000 222 1:45 0 2 00000000000 2 13:45 0 2 1 52 71 3 00000000 246 2:00 0 7 00000000000 7 14:00 1 2 0 72 83 7 00000000 246 2:15 0 2 00000000000 2 14:15 0 2 1 72 20 5 00000000 244 2:30 0 6 10000000000 7 14:30 0 2 0 83 62 6 00000000 252 2:45 0 6 00000000000 6 14:45 1 3 0 01 80 8 10000000 328 3:00 0 3 00000000000 3 15:00 3 3 5 42 81 2 10000100 390 3:15 0 8 00000000000 8 15:15 1 3 0 71 50 3 10000000 327 3:30 0 5 00000000000 5 15:30 3 4 1 02 30 7 00000000 443 3:45 0 6 00000000000 6 15:45 0 4 2 22 40 9 00000000 455 4:00 1 9 00000000000 10 16:00 1 4 1 82 11 9 00000000 450 4:15 0 1 8 00000000000 18 16:15 5 4 3 31 90 3 00000000 460 4:30 0 1 7 00000000000 17 16:30 2 4 0 91 70 4 00000000 432 4:45 0 3 8 00000000000 38 16:45 1 4 9 22 20 2 00000000 517 5:00 0 3 4 00200000000 36 17:00 3 4 5 71 20 2 00000000 474 5:15 0 5 4 20100000000 57 17:15 3 4 6 92 00 1 00000000 493 5:30 0 5 4 50100000000 60 17:30 4 5 2 61 41 5 00000000 550 5:45 0 6 1 20100000000 64 17:45 2 4 2 01 71 2 00000000 442 6:00 0 7 9 10000000000 80 18:00 1 4 0 01 20 0 00000000 413 6:15 2 1 1 8 50200000000 127 18:15 1 3 7 41 40 1 00000000 390 6:30 1 1 9 3 1 00300000000 207 18:30 1 3 3 1 51 1 10000000 340 6:45 0 2 6 6 1 42700000000 289 18:45 1 2 7 01 00 0 00000000 281 7:00 0 2 9 9 91500000000 314 19:00 2 2 0 9 90 0 00000000 220 7:15 1 4 2 3 2 10910000000 455 19:15 0 1 9 01 20 1 00000000 203 7:30 1 4 9 8 2 51810000000 534 19:30 1 1 6 1 50 1 00000000 168 7:45 1 4 9 2 2 83 1 100000000 535 19:45 0 1 3 1 50 2 00000000 138 8:00 0 4 9 2 2 92800000000 531 20:00 0 1 3 6 40 0 00000000 140 8:15 2 4 8 1 3 00 1 120000000 526 20:15 0 1 4 3 30 1 00000000 147 8:30 3 3 9 1 1 91 1 000000000 424 20:30 0 1 1 0 61 0 00000000 117 8:45 0 2 7 5 1 01 1 010000100 298 20:45 1 1 1 1 30 0 00000000 115 9:00 1 2 7 8 2 60310000100 310 21:00 1 1 1 4 00 0 00000000 115 9:15 0 2 3 8 2 93400000000 274 21:15 1 1 0 6 10 1 00000000 109 9:30 1 2 2 3 2 41300000000 252 21:30 18 1 30 0 00000000 85 9:45 1 2 2 5 1 40900000000 249 21:45 05 6 10 0 00000000 57 10:00 0 2 1 0 2 60700000000 243 22:00 07 0 10 0 00000000 71 10:15 0 1 9 7 2 21800000000 228 22:15 05 2 10 0 00000000 53 10:30 0 1 9 6 2 21300000000 222 22:30 14 6 20 0 00000000 49 10:45 1 1 6 8 2 50 1 000000000 204 22:45 02 6 00 0 00000000 26 11:00 2 1 9 8 2 00400000000 224 23:00 03 3 10 0 00000000 34 11:15 1 1 8 5 3 10700000000 224 23:15 02 2 00 0 00000000 22 11:30 1 2 1 3 1 63100000000 234 23:30 01 8 00 0 00000000 18 11:45 0 2 1 4 2 22300000000 241 23:45 01 5 00 0 00000000 15 TOTAL 20 6,935 489 22 151 60010200 7,626 TOTAL 48 10,962 569 20 113 60000100 11,719 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:45 PM
AM PEAK VOLUME 2,126 PM PEAK VOLUME 2,034
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 68 17,897 1,058 42 264 12 0010300 19,345 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.4% 92.5% 5.5% 0.2% 1.4% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers
CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit

24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, April 26, 2023
Attachment 5
CITY: Orange PROJECT:

AM Period NB SB PM Period NB SB
0:00 22 12 12:00 176 185
0:15 9 12 12:15 199 212
0:30 13 4 12:30 211 230
0:45 5 49 5 33 82 12:45 218 804 197 824 1628
1:00 5 7 13:00 201 208
1:15 3 4 13:15 256 211
1:30 6 4 13:30 177 210
1:45 2 16 3 18 34 13:45 225 859 196 825 1684
2:00 3 5 14:00 238 200
2:15 2 4 14:15 238 202
2:30 6 9 14:30 250 214
2:45 5 16 2 20 36 14:45 314 1040 236 852 1892
3:00 1 5 15:00 403 234
3:15 1 7 15:15 424 206
3:30 3 9 15:30 556 241
3:45 3 8 7 28 36 15:45 518 1901 272 953 2854
4:00 4 14 16:00 594 267
4:15 7 22 16:15 606 283
4:30 5 30 16:30 631 238
4:45 18 34 37 103 137 16:45 631 2462 326 1114 3576
5:00 17 42 17:00 657 273
5:15 20 75 17:15 639 302
5:30 25 77 17:30 656 299
5:45 28 90 93 287 377 17:45 586 2538 236 1110 3648
6:00 38 128 18:00 545 240
6:15 59 196 18:15 508 193
6:30 67 304 18:30 416 187
6:45 90 254 388 1016 1270 18:45 350 1819 201 821 2640 7:00 91 489 19:00 275 119
7:15 145 615 19:15 246 144
7:30 175 660 19:30 187 138
7:45 227 638 618 2382 3020 19:45 184 892 106 507 1399 8:00 225 602 20:00 169 91
8:15 256 558 20:15 153 76
8:30 207 467 20:30 144 65
8:45 174 862 345 1972 2834 20:45 141 607 76 308 915
9:00 169 293 21:00 124 85
9:15 166 265 21:15 140 71
9:30 159 292 21:30 145 46
9:45 160 654 272 1122 1776 21:45 74 483 48 250 733
10:00 160 287 22:00 76 43
10:15 174 233 22:15 58 49
10:30 135 242 22:30 56 30
10:45 146 615 212 974 1589 22:45 33 223 16 138 361
11:00 174 222 23:00 45 15
11:15 168 247 23:15 33 19
11:30 217 222 23:30 18 12
11:45 225 784 194 885 1669 23:45 21 117 17 63 180
Total Vol. 4020 8840 12860 13745 7765 21510
NB SB Combined
17765 16605 34370
Split % 31.3% 68.7% 37.4% 63.9% 36.1% 62.6%
Peak Hour 7:45 7:15 7:30 16:45 16:45 16:45
Volume 915 2495 3321 2583 1200 3783
P.H.F. 0.89 0.95 0.98 0.98 0.92 0.99
Wednesday, April 26, 2023 SC3962
ADT11 Cannon St from Santiago Taft Ave to Serrano Ave. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
A32223
DATE: CITY# Orange
JOB #: SC3962 CLASS10 Cannon St from Santiago Canyon Rd to Taft Ave

AM COMBINED PM COMBINED
TIME 1 2 3 456789 1 0 1 1 1 2 1 3 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTA L 0:00 0 3 1 10000000000 32 12:00 1 2 7 62 21 4 02000000 306 0:15 0 1 2 10000000000 13 12:15 0 3 1 43 61 1 0 11000000 363 0:30 0 1 5 10000000000 16 12:30 1 3 5 43 31 3 10000000 393 0:45 0 1 2 00000000000 12 12:45 3 3 1 53 13 4 00000000 356 1:00 0 9 00000000000 9 13:00 2 2 8 13 24 8 20000000 329 1:15 0 9 00000000000 9 13:15 3 3 8 94 01 4 00000000 437 1:30 0 8 00000000000 8 13:30 2 3 1 23 21 5 01000000 353 1:45 0 6 00000000000 6 13:45 0 3 4 53 61 7 00000000 389 2:00 0 7 00000000000 7 14:00 3 3 3 93 62 8 00000000 388 2:15 0 7 00000000000 7 14:15 0 3 4 44 81 6 00000000 399 2:30 0 8 00000000000 8 14:30 1 3 6 75 11 1 7 00000000 437 2:45 0 1 1 00000000000 11 14:45 2 4 7 83 52 1 0 10000000 528 3:00 0 5 00000000000 5 15:00 2 5 8 55 81 6 21000000 655 3:15 0 7 00100000000 8 15:15 3 6 1 75 42 7 00000000 683 3:30 0 1 1 00000000000 11 15:30 3 6 9 95 41 1 1 00000000 768 3:45 0 1 0 00000000000 10 15:45 1 6 8 25 23 1 2 00000000 750 4:00 1 1 2 10000000000 14 16:00 2 7 0 14 34 5 00000001 756 4:15 0 3 1 00000000000 31 16:15 5 7 6 43 20 4 10000000 806 4:30 0 2 9 10000000000 30 16:30 3 7 5 44 01 4 00000200 804 4:45 0 5 0 00000000000 50 16:45 1 8 3 93 81 2 00010102 885 5:00 1 4 6 10000000000 48 17:00 2 8 5 94 30 4 00000000 908 5:15 0 9 0 20100000000 93 17:15 3 7 9 42 90 6 00000000 832 5:30 0 8 8 1 00100010000 100 17:30 5 8 4 73 51 3 00000000 891 5:45 1 1 0 6 40100000000 112 17:45 3 7 3 43 11 5 00000000 774 6:00 0 1 3 7 80100000000 146 18:00 1 6 9 83 60 2 00000000 737 6:15 3 2 1 3 1 00100010000 228 18:15 2 6 2 64 20 4 10000000 675 6:30 2 3 3 0 2 23400000000 361 18:30 0 5 1 52 92 2 00000000 548 6:45 0 4 1 7 2 93700010000 457 18:45 1 4 4 42 90 1 00000000 475 7:00 0 4 8 2 2 12700000000 512 19:00 2 3 5 02 20 0 00000000 374 7:15 4 6 5 6 2 63900000100 699 19:15 1 3 0 82 40 1 00000000 334 7:30 0 7 2 1 2 82 1 100000100 763 19:30 1 2 5 21 50 1 00000000 269 7:45 1 7 4 5 4 03900000000 798 19:45 0 2 5 41 00 1 00000000 265 8:00 2 7 1 6 4 04800010002 773 20:00 0 2 1 9 40 1 00000000 224 8:15 2 7 3 4 4 22730000000 790 20:15 0 2 0 1 60 1 00000000 208 8:30 3 6 6 6 2 91 1 000000000 709 20:30 0 1 7 61 11 0 00000000 188 8:45 1 4 5 4 3 04610000100 497 20:45 0 1 8 9 50 0 00000000 194 9:00 1 3 9 1 3 61700000100 437 21:00 1 1 7 2 20 0 00000000 175 9:15 0 3 3 6 3 83400000000 381 21:15 2 1 9 3 20 1 00000000 198 9:30 2 3 5 6 3 80900000000 405 21:30 1 1 7 5 20 0 00000000 178 9:45 1 3 4 2 3 20 1 220000000 389 21:45 0 1 1 4 10 0 00000000 115 10:00 0 3 6 8 4 00702000000 417 22:00 1 1 0 5 50 0 00000000 111 10:15 0 3 3 7 3 61700000000 381 22:15 08 7 60 0 00000000 93 10:30 0 2 8 0 3 21701000000 321 22:30 27 4 10 0 00000000 77 10:45 2 2 8 3 3 10 1 310000000 330 22:45 04 7 10 0 00000000 48 11:00 5 3 0 9 3 30701000000 355 23:00 05 8 10 0 00000000 59 11:15 1 3 1 1 3 50900000000 356 23:15 04 5 00 0 00000000 45 11:30 2 3 6 4 3 26811000000 414 23:30 02 9 00 0 00000000 29 11:45 0 3 2 9 3 72 1 101000000 380 23:45 03 3 10 0 00000000 34 TOTAL 35 10,897 767 41 185 86040402 11,949 TOTAL 66 18,353 1,196 37 170 95010303 19,843 AM PEAK HOUR 7:30 AM PM PEAK HOUR 4:45 PM
AM PEAK VOLUME 3,124 PM PEAK VOLUME 3,516
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 101 29,250 1,963 78 355 17 11 050705 31,792 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.3% 92.0% 6.2% 0.2% 1.1% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers
CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit

24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Wednesday, April 26, 2023
Attachment 5
CITY: Orange PROJECT:

AM Period NB SB PM Period NB SB
0:00 2 6 12:00 38 42
0:15 0 4 12:15 58 52
0:30 4 0 12:30 52 58
0:45 1 7 0 10 17 12:45 42 190 36 188 378
1:00 0 2 13:00 33 23
1:15 1 1 13:15 38 40
1:30 0 0 13:30 34 43
1:45 0 1 1 4 5 13:45 53 158 38 144 302
2:00 2 1 14:00 47 42
2:15 1 1 14:15 35 39
2:30 0 0 14:30 42 43
2:45 1 4 1 3 7 14:45 41 165 48 172 337
3:00 0 0 15:00 57 32
3:15 0 0 15:15 72 53
3:30 2 1 15:30 72 57
3:45 2 4 0 1 5 15:45 61 262 43 185 447
4:00 2 4 16:00 77 54
4:15 2 1 16:15 81 49
4:30 2 2 16:30 71 55
4:45 8 14 5 12 26 16:45 101 330 61 219 549
5:00 8 1 17:00 104 53
5:15 6 2 17:15 78 67
5:30 9 7 17:30 117 65
5:45 5 28 7 17 45 17:45 105 404 65 250 654
6:00 8 9 18:00 101 42
6:15 20 25 18:15 64 37
6:30 28 47 18:30 47 58
6:45 29 85 48 129 214 18:45 54 266 35 172 438
7:00 30 73 19:00 39 31
7:15 37 73 19:15 30 42
7:30 61 110 19:30 22 31
7:45 91 219 137 393 612 19:45 30 121 26 130 251
8:00 81 67 20:00 29 23
8:15 51 69 20:15 26 31
8:30 40 82 20:30 26 29
8:45 39 211 52 270 481 20:45 19 100 27 110 210
9:00 45 46 21:00 19 19
9:15 42 39 21:15 16 26
9:30 36 46 21:30 11 30
9:45 34 157 35 166 323 21:45 7 53 17 92 145
10:00 34 32 22:00 14 13
10:15 31 33 22:15 8 22
10:30 38 42 22:30 12 8
10:45 40 143 36 143 286 22:45 3 37 9 52 89
11:00 35 35 23:00 6 7
11:15 33 34 23:15 4 3
11:30 30 44 23:30 4 6
11:45 36 134 50 163 297 23:45 3 17 4 20 37
Total Vol. 1007 1311 2318 2103 1734 3837
NB SB Combined
3110 3045 6155
Split % 43.4% 56.6% 37.7% 54.8% 45.2% 62.3%
Peak Hour 7:30 7:00 7:30 17:00 17:00 17:00
Volume 284 393 667 404 250 654
P.H.F. 0.78 0.72 0.73 0.89 0.93 0.90
Wednesday, April 26, 2023 SC3962
ADT9 N Cannon St from Santiago Canyon Rd to E Avenida Palmar. /g51/g85/g72/g83/g68/g85/g72/g71/g3/g69/g92/g3/g36/g76/g80/g55/g39/g3/g47/g47/g38/g3/g3/g87/g72/g79/g17/g3/g26/g20/g23/g3/g21/g24/g22/g3/g26/g27/g27/g27 Daily Totals
AM PM
[email protected] Tell. 714 253 7888 Attachment 5
A2
Attachment B: Analysis Results

Attachment 5
Attachment B Analysis Results
Existing Roadway Segment LOS
Segment Lanes ADT Capacity2 V/C LOS

1. Villa Park Road between Wanda Road and Center Drive 4 25,828 37,500 0.69 B

2. Villa Park Road between Center Drive and Hewes Street 4 23,840 37,500 0.64 B

3. Villa Park Road between Hewes Street and Cannon Street 4 26,178 37,500 0.7 B

4. Santiago Canyon Road east of Cannon Street 4 27,610 37,500 0.74 C

5. Taft Avenue between Santiago Boulevard and Center Drive 2 11,979 22,000 0.54 A

6. Taft Avenue between Center Drive and Cannon Street 2 6,217 22,000 0.28 A

7. Serrano Avenue east of Cannon Road 4 18,826 37,500 0.5 A

8. Santiago Boulevard north of Taft Avenue 4 17,846 37,500 0.48 A

9. Wanda Road between Villa Park Road and Taft Avenue 4 21,089 37,500 0.56 A

10. Wanda Road south of Villa Park Road 3 16,529 25,000 0.66 B

11. Hewes Street south of Villa Park Road 4 9,458 25,000 0.38 A

12. Cannon Street north of Serrano Avenue 4 19,345 37,500 0.52 A

13. Cannon Street between Taft Avenue and Serrano Avenue 4 34,370 37,500 0.92 E

14. Cannon Street between Villa Park Road and Taft Avenue 4 31,792 37,500 0.85 D

15. Cannon Street south of Santiago Canyon Road 4 6,155 25,500 0.25 A Note(s):

1. Bold symbolizes segment operates below OCTA MPAH LOS standards.

2. Capacities for LOS E were referenced for arterial types from the MPAH.

Source: Fehr & Peers, 2023.

Attachment 5
Existing Intersection LOS
Intersection Control Methodology Peak
Hour V/C / Delay LOS

1. Wanda Road and Villa Park Road Signalized ICU / HCM AM PM

0.743 / 44

0.731 / 44
C / D
C / D

2. Kathleen Lane and Villa Park Road TWSC HCM AM
PM
21 15
C
B

3. Morrow Circle and Villa Park Road TWSC HCM AM
PM
43 56
E
F

4. Prado Woods Drive and Villa Park
Road TWSC HCM AM
PM
32 40
D
E

5. Kenwick Drive and Villa Park Road TWSC HCM AM
PM
35 15
E
C

6. Radec Court and Villa Park Road TWSC HCM AM
PM
36 59
E
F

7. Center Drive and Villa Park Road Signalized ICU / HCM AM PM

0.533 / 15

0.511 / 6
A / B
A / A

8. Park Villa Lane and Villa Park Road TWSC HCM AM
PM
39 48
E
E

9. Lemon Street and Villa Park Road Signalized ICU / HCM AM PM

0.390 / 5

0.497 / 5
A / A
A / A

10. Hewes Street and Villa Park Road Signalized ICU / HCM AM PM

0.767 / 46

0.605 / 20
C / D
B / B

11. Linda Vista Street and Villa Park
Road TWSC HCM AM
PM
>100
>100
F
F

12. Cannon Street and Santiago
Canyon Road Signalized ICU / HCM AM
PM

0.694 / 45

0.758 / 61
B / D
C / E

13. Cannon Street and Taft Avenue Signalized ICU / HCM AM PM

0.893 / 63

0.900 / 55
D / E
E / D

14. Cannon Street and Serrano
Avenue Signalized ICU / HCM AM
PM

0.758 / 23

0.909 / 29
C / C
E / C

15. Cannon Street and Loma Street TWSC HCM AM
PM
85 33
F
D
Note(s):

1. “>100” is reported for highly congested movements where more than 100 seconds is reported.

2. Bold symbolizes segment operates below Jurisdictions' LOS standards.

Source: Fehr & Peers, 2023.

Attachment 5
Existing Multimodal LOS
Intersection Mode Peak
Hour Delay LOS

1. Wanda Rod and Villa Park Road Bike/Pedestrian
AM 52.4/56 D / E
PM 38.7/60.4 D / E

9. Lemon Street and Villa Park Road Bike/Pedestrian AM 5.8/7.7 A / A PM 5.7/9.3 A / A

10. Hewes Street and Villa Park Road Bike/Pedestrian
AM 56.9/56.5 E / E
PM 60.6/68.1 E / E

12. Cannon Street and Santiago
Canyon Road Bike/Pedestrian AM 15.6/45.1 B / D
PM 36.5/49.5 D / D

Source: Fehr & Peers, 2023.

Existing 95th Percentile Queues
Intersection Movement Storage (ft) Peak
Hour Queue (ft)

12. Cannon Street and Santiago Canyon Road
EBL 425 AM
PM
225
425
EBT 675 AM
PM
550
200
WBL 225 AM
PM
50 50
WBT >1000 AM
PM
275
750
WBR 700 AM
PM
0 500
NBL 150 AM
PM
200
125
NBT 500 AM
PM
100
250
SBL 550 AM
PM
600
200
SBT >1000 AM
PM
450
200
SBR 400 AM
PM
300
150
Notes:

1. Queues were calculated using HCM 7th methodologies and are rounded up to the nearest 25-foot increment.

2. “EB” = eastbound, “WB” = westbound, “NB” = northbound, “SB” = southbound, “L” = left, “T” = through, “R” = right.

3. Bold symbolizes movement exceeds available storage capacity.

4. U nderlined symbolizes movement is at capacity.

Source: Fehr & Peers, 2023.

Attachment 5
Future Year Roadway Segment LOS
Segment Lanes ADT Capacity2 V/C LOS

1. Villa Park Road between Wanda Road and Center Drive 4 27,670 37,500 0.74 C

2. Villa Park Road between Center Drive and Hewes Street 4 25,700 37,500 0.69 B

3. Villa Park Road between Hewes Street and Cannon Street 4 30,400 37,500 0.81 D

4. Santiago Canyon Road east of Cannon Street 4 30,170 37,500 0.8 D

5. Taft Avenue between Santiago Boulevard and Center Drive 2 11,700 22,000 0.53 A

6. Taft Avenue between Center Drive and Cannon Street 2 5,530 22,000 0.25 A

7. Serrano Avenue east of Cannon Road 4 19,270 37,500 0.51 A

8. Santiago Boulevard north of Taft Avenue 4 18,250 37,500 0.49 A

9. Wanda Road between Villa Park Road and Taft Avenue 4 21,910 37,500 0.58 A

10. Wanda Road south of Villa Park Road 4 16,160 25,000 0.65 B

11. Hewes Street south of Villa Park Road 4 11,770 25,000 0.47 A

12. Cannon Street north of Serrano Avenue 4 22,660 37,500 0.6 B

13. Cannon Street between Taft Avenue and Serrano Avenue 5 39,120 46,900 0.83 D

14. Cannon Street between Villa Park Road and Taft Avenue 5 36,890 46,900 0.79 C

15. Cannon Street south of Santiago Canyon Road 4 7,800 25,500 0.31 A Note(s):

1. Bold symbolizes segment operates below County’s LOS standards.

2. Capacities for LOS E were referenced for arterial types from the MPAH.

Source: Fehr & Peers, 2023.

Attachment 5
Future Year Intersection LOS
Intersection Control Methodology Peak
Hour V/C / Delay LOS

1. Wanda Rod and Villa Park Road Signalized ICU / HCM AM PM

0.836 / 37

0.774 / 45
D / D
C / D

2. Kathleen Lane and Villa Park Road TWSC HCM AM
PM
64 15
F
C

3. Morrow Circle and Villa Park Road TWSC HCM AM
PM
63 64
F
F

4. Prado Woods Drive and Villa Park
Road TWSC HCM AM
PM
50 79
F
F

5. Kenwick Drive and Villa Park Road TWSC HCM AM
PM
63 15
F
C

6. Radec Court and Villa Park Road TWSC HCM AM
PM
60 >100
F
F

7. Center Drive and Villa Park Road Signalized ICU / HCM AM PM

0.585 / 11

0.547 / 7
A / B
A / A

8. Park Villa Lane and Villa Park Road TWSC HCM AM
PM
49 57
E
F

9. Lemon Street and Villa Park Road Signalized ICU / HCM AM PM

0.450 / 5

0.524 / 6
A / A
A / A

10. Hewes Street and Villa Park Road Signalized ICU / HCM AM PM

0.955 / 70

0.889 / 25
E / E
D / C

11. Linda Vista Street and Villa Park
Road TWSC HCM AM
PM
>100
>100
F
F

12. Cannon Street and Santiago
Canyon Road Signalized ICU / HCM AM
PM

0.914 / 49

0.935 / 47
E / D
E / D

13. Cannon Street and Taft Avenue Signalized ICU / HCM AM PM

1.064 / >100

0.783 / 39
F / F
C / D

14. Cannon Street and Serrano
Avenue Signalized ICU / HCM AM
PM

0.910 / 39

0.696 / 13
E / D
B / B

15. Cannon Street and Loma Street TWSC HCM AM
PM
>100
83 F
F
Note(s):

1. “>100” is reported for highly congested movements where more than 100 seconds is reported.

2. Bold symbolizes segment operates below Jurisdictions' LOS standards.

Source: Fehr & Peers, 2023.

Attachment 5
Future Year Multi-modal LOS
Intersection Mode Peak
Hour Delay LOS

1. Wanda Rod and Villa Park Road Bike/Pedestrian
AM 14.2/73 B / E
PM 47.8/60.4 D / E

9. Lemon Street and Villa Park Road Bike/Pedestrian AM 5.8/8.3 A / A PM 6.2/9.6 A / A

10. Hewes Street and Villa Park Road Bike/Pedestrian
AM 62.7/63.9 E / E
PM 58.7/65.6 E / E

12. Cannon Street and Santiago Canyon Road Bike/Pedestrian AM 22.8/42.2 B / D PM 64.3/76.8 E / E
Source: Fehr & Peers, 2023.

Attachment 5
Future Year 95th Percentile Queues
Intersection Movement Storage (ft) Peak
Hour Queue (ft)

10. Hewes Street and Villa Park Road
EBT >1000 AM
PM
1,025
475
WBL 250 AM
PM
1,075
350
WBT 550 AM
PM
425
175
NBL 550 AM
PM
450
275
NBR 550 AM
PM
125
225

12. Cannon Street and Santiago Canyon Road
EBL 425 AM
PM
175
675
EBT 675 AM
PM
375
250
WBL 225 AM
PM
50 50
WBT >1000 AM
PM
325
925
WBR 700 AM
PM
0 625
NBL 150 AM
PM
225
125
NBT 500 AM
PM
125
350
SBL 550 AM
PM
475
250
SBT >1000 AM
PM
475
275
SBR 400 AM
PM
1,025
600
Notes:

1. Queues were calculated using HCM 7th methodologies and are rounded up to the nearest 25-foot increment.

2. “EB” = eastbound, “WB” = westbound, “NB” = northbound, “SB” = southbound, “L” = left, “T” = through, “R” = right.

3. Bold symbolizes movement is at or exceeds available storage capacity.

Source: Fehr & Peers, 2023.

Attachment 5
A3
Attachment C: Intersection Level of
Service Analysis Worksheets
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 1: Wanda Rd & Villa Park Rd Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 300 959 302 60 983 130 212 453 130 168 342 378 Future Volume (veh/h) 300 959 302 60 983 130 212 453 130 168 342 378 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1634 1634 1634 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 319 1020 198 64 1046 100 226 482 118 179 364 352 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 555555111111
Cap, veh/h 471 1406 867 114 1113 699 277 710 172 233 426 592 Arrive On Green 0.16 0.45 0.45 0.07 0.36 0.36 0.17 0.28 0.25 0.15 0.25 0.25 Sat Flow, veh/h 3018 3104 1382 1556 3104 1384 1606 2538 617 1606 1687 1424 Grp Volume(v), veh/h 319 1020 198 64 1046 100 226 303 297 179 364 352 Grp Sat Flow(s),veh/h/ln 1509 1552 1382 1556 1552 1384 1606 1602 1553 1606 1687 1424 Q Serve(g_s), s 13.0 34.8 8.1 5.2 42.4 2.7 17.6 21.8 22.3 13.9 26.7 6.5 Cycle Q Clear(g_c), s 13.0 34.8 8.1 5.2 42.4 2.7 17.6 21.8 22.3 13.9 26.7 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 1.00
Lane Grp Cap(c), veh/h 471 1406 867 114 1113 699 277 448 434 233 426 592 V/C Ratio(X) 0.68 0.73 0.23 0.56 0.94 0.14 0.82 0.68 0.68 0.77 0.86 0.59 Avail Cap(c_a), veh/h 485 1406 867 227 1113 699 282 448 434 271 432 598 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.8 29.0 10.6 58.3 40.3 6.7 51.8 41.6 42.4 53.4 46.3 12.4 Incr Delay (d2), s/veh 2.9 3.3 0.6 1.6 15.9 0.4 15.4 3.3 3.7 8.8 14.5 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 13.1 2.5 2.1 18.1 1.0 8.2 8.9 8.9 6.2 12.8 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.7 32.3 11.2 59.9 56.3 7.1 67.2 44.9 46.1 62.3 60.9 13.5 LnGrp LOS D C BEEAEDDEEB
Approach Vol, veh/h 1537 1210 826 895
Approach Delay, s/veh 34.2 52.4 51.4 42.5
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.9 49.0 23.6 34.5 10.5 61.4 20.0 38.1 Change Period (Y+Rc), s 5.5 * 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 18.0 * 44 20.0 29.5 16.0 45.5 19.0 30.5 Max Q Clear Time (g_c+I1), s 15.0 44.4 19.6 28.7 7.2 36.8 15.9 24.3 Green Ext Time (p_c), s 0.2 0.0 0.0 0.2 0.0 2.1 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 44.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
2: Kathleen Ln & Trenton Ave Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 8 1249 1134 0 1 9
Future Vol, veh/h 8 1249 1134 0 1 9
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 0 55000
Mvmt Flow 9 1419 1289 0 1 10
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1294 0 - 0 2022 650
Stage 1 - - - - 1294 -
Stage 2 - - - - 728 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 542 - - - 52 417
Stage 1 - - - - 225 -
Stage 2 - - - - 444 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 539 - - - 51 415
Mov Cap-2 Maneuver - - - - 51 -
Stage 1 - - - - 220 -
Stage 2 - - - - 442 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 20.6

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 539 - - - 242
HCM Lane V/C Ratio 0.017 - - - 0.047
HCM Control Delay (s) 11.8 - - - 20.6
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.1
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
3: Morrow Cir & Villa Park Rd Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1245 5 2 1130 4 7
Future Vol, veh/h 1245 5 2 1130 4 7
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 5 00500
Mvmt Flow 1415 6 2 1284 5 8
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1426 0 2066 713
Stage 1 - - - - 1420 -
Stage 2 - - - - 646 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 483 - 48 379
Stage 1 - - - - 193 -
Stage 2 - - - - 489 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 481 - 48 377
Mov Cap-2 Maneuver - - - - 48 -
Stage 1 - - - - 192 -
Stage 2 - - - - 487 -
Approach EB WB NB
HCM Control Delay, s 0 0 42.7

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 108 - - 481 -
HCM Lane V/C Ratio 0.116 - - 0.005 -
HCM Control Delay (s) 42.7 - - 12.5 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.4 - - 0 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
4: Villa Park Rd & Prado Woods Dr Existing AM Peak Hour Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 14 1238 1119 3 4 13
Future Vol, veh/h 14 1238 1119 3 4 13
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 0 55000
Mvmt Flow 16 1423 1286 3 5 15
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1294 0 - 0 2035 648
Stage 1 - - - - 1291 -
Stage 2 - - - - 744 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 542 - - - 51 418
Stage 1 - - - - 226 -
Stage 2 - - - - 436 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 539 - - - 49 416
Mov Cap-2 Maneuver - - - - 49 -
Stage 1 - - - - 218 -
Stage 2 - - - - 434 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 32.4

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 539 - - - 151
HCM Lane V/C Ratio 0.03 - - - 0.129
HCM Control Delay (s) 11.9 - - - 32.4
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.1 - - - 0.4
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
5: Villa Park Rd & Kenwick Dr Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 1238 1115 0 3 7
Future Vol, veh/h 4 1238 1115 0 3 7
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 0 55000
Mvmt Flow 5 1440 1297 0 3 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1302 0 - 0 2032 654
Stage 1 - - - - 1302 -
Stage 2 - - - - 730 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 539 - - - 51 414
Stage 1 - - - - 223 -
Stage 2 - - - - 443 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 536 - - - 50 412
Mov Cap-2 Maneuver - - - - 50 -
Stage 1 - - - - 220 -
Stage 2 - - - - 441 -
Approach EB WB SB
HCM Control Delay, s 0 0 35.4

HCM LOS E
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 536 - - - 130
HCM Lane V/C Ratio 0.009 - - - 0.089
HCM Control Delay (s) 11.8 - - - 35.4
HCM Lane LOS B - - - E
HCM 95th %tile Q(veh) 0 - - - 0.3
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
6: Radec Ct & Villa Park Rd Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1240 1 1 1115 1 2
Future Vol, veh/h 1240 1 1 1115 1 2
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 125 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 5 00500
Mvmt Flow 1442 1 1 1297 0 2

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1448 0 2098 726
Stage 1 - - - - 1447 -
Stage 2 - - - - 651 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 474 - 46 372
Stage 1 - - - - 186 -
Stage 2 - - - - 486 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 472 - 46 370
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 185 -
Stage 2 - - - - 485 -

Approach EB WB NB
HCM Control Delay, s 0 0 36.1

HCM LOS E

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 119 - - 472 -
HCM Lane V/C Ratio 0.028 - - 0.002 -
HCM Control Delay (s) 36.1 - - 12.6 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.1 - - 0 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 7: Center Dr & Villa Park Rd Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 1067 114 42 921 49 59 102 55 44 119 136 Future Volume (veh/h) 61 1067 114 42 921 49 59 102 55 44 119 136 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1634 1700 1700 1634 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 75 1317 119 52 1137 40 73 126 48 54 147 126 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 050050000000
Cap, veh/h 138 1672 758 108 1615 747 293 363 138 387 260 223 Arrive On Green 0.09 0.54 0.54 0.07 0.52 0.52 0.31 0.31 0.27 0.31 0.31 0.31 Sat Flow, veh/h 1619 3104 1408 1619 3104 1435 1119 1169 445 1223 836 717 Grp Volume(v), veh/h 75 1317 119 52 1137 40 73 0 174 54 0 273 Grp Sat Flow(s),veh/h/ln 1619 1552 1408 1619 1552 1435 1119 0 1615 1223 0 1553 Q Serve(g_s), s 2.9 22.3 2.8 2.0 18.2 0.9 3.8 0.0 5.5 2.3 0.0 9.6 Cycle Q Clear(g_c), s 2.9 22.3 2.8 2.0 18.2 0.9 13.5 0.0 5.5 7.9 0.0 9.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.46
Lane Grp Cap(c), veh/h 138 1672 758 108 1615 747 293 0 501 387 0 482 V/C Ratio(X) 0.54 0.79 0.16 0.48 0.70 0.05 0.25 0.00 0.35 0.14 0.00 0.57 Avail Cap(c_a), veh/h 541 2046 928 541 2046 946 635 0 995 761 0 957 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.7 12.1 7.6 29.5 11.9 7.8 24.5 0.0 17.7 20.5 0.0 18.9 Incr Delay (d2), s/veh 1.2 1.7 0.1 1.2 0.8 0.0 0.6 0.0 0.6 0.2 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 6.2 0.7 0.8 5.0 0.2 1.0 0.0 2.0 0.7 0.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 13.8 7.7 30.7 12.7 7.8 25.2 0.0 18.3 20.7 0.0 20.4 LnGrp LOS C B A C B A C A B C A C
Approach Vol, veh/h 1511 1229 247 327
Approach Delay, s/veh 14.2 13.3 20.3 20.4
Approach LOS B B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.5 37.6 22.5 6.7 36.4 22.5
Change Period (Y+Rc), s 3.0 5.5 4.5 3.0 5.5 4.5
Max Green Setting (Gmax), s 20.0 40.0 38.0 20.0 40.0 38.0 Max Q Clear Time (g_c+I1), s 4.0 24.3 15.5 4.9 20.2 11.6 Green Ext Time (p_c), s 0.0 7.8 1.8 0.0 7.7 2.8
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
8: Park Villa Ln & Villa Park Rd Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1160 6 5 1010 2 2
Future Vol, veh/h 1160 6 5 1010 2 2
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 140 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 5 00500
Mvmt Flow 1289 7 6 1122 2 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1301 0 1867 650
Stage 1 - - - - 1294 -
Stage 2 - - - - 573 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 539 - 66 417
Stage 1 - - - - 225 -
Stage 2 - - - - 533 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 536 - 65 415
Mov Cap-2 Maneuver - - - - 65 -
Stage 1 - - - - 224 -
Stage 2 - - - - 527 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 38.5

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 112 - - 536 -
HCM Lane V/C Ratio 0.04 - - 0.01 -
HCM Control Delay (s) 38.5 - - 11.8 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.1 - - 0 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 9: Villa Park Rd & Lemon St Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 69 1093 977 105 113 38
Future Volume (veh/h) 69 1093 977 105 113 38
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1700 1634 1634 1700 1700 1700
Adj Flow Rate, veh/h 78 1242 1110 94 86 89
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 055000
Cap, veh/h 171 2206 1786 808 284 253
Arrive On Green 0.11 0.71 0.58 0.58 0.18 0.18
Sat Flow, veh/h 1619 3186 3186 1404 1619 1441
Grp Volume(v), veh/h 78 1242 1110 94 86 89
Grp Sat Flow(s),veh/h/ln 1619 1552 1552 1404 1619 1441
Q Serve(g_s), s 1.7 7.3 8.9 1.1 1.7 2.0
Cycle Q Clear(g_c), s 1.7 7.3 8.9 1.1 1.7 2.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 171 2206 1786 808 284 253
V/C Ratio(X) 0.46 0.56 0.62 0.12 0.30 0.35
Avail Cap(c_a), veh/h 940 3556 3556 1608 1610 1433
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.8 2.6 5.3 3.6 13.5 13.7
Incr Delay (d2), s/veh 0.7 0.2 0.4 0.1 0.8 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.1 0.7 0.1 0.6 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.5 2.9 5.6 3.7 14.4 14.9
LnGrp LOS BAAABB
Approach Vol, veh/h 1320 1204 175
Approach Delay, s/veh 3.7 5.5 14.6
Approach LOS A A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 5.1 24.0 8.6 29.1
Change Period (Y+Rc), s 3.0 5.5 4.5 5.5
Max Green Setting (Gmax), s 20.0 40.0 35.0 40.0
Max Q Clear Time (g_c+I1), s 3.7 10.9 4.0 9.3
Green Ext Time (p_c), s 0.0 7.6 0.9 10.6
Intersection Summary
HCM 6th Ctrl Delay 5.2
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 5
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 995 211 450 880 202 285
Future Volume (vph) 995 211 450 880 202 285
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3076 1355 1538 3076 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3076 1355 1538 3076 1568 1403
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 1118 237 506 989 227 320
RTOR Reduction (vph) 0 43 0 0 0 270
Lane Group Flow (vph) 1118 194 506 989 227 50
Confl. Peds. (#/hr) 2 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5% 5% 5% 5% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 49.7 49.7 34.0 89.7 15.5 15.5
Effective Green, g (s) 54.7 54.7 39.0 94.7 20.5 20.5
Actuated g/C Ratio 0.42 0.42 0.30 0.73 0.16 0.16
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1294 570 461 2240 247 221
v/s Ratio Prot c0.36 c0.33 0.32 c0.14 0.04
v/s Ratio Perm 0.14
v/c Ratio 0.86 0.34 1.10 0.44 0.92 0.23
Uniform Delay, d1 34.3 25.5 45.5 7.1 53.9 47.8
Progression Factor 1.00 1.00 1.14 0.71 1.00 1.00
Incremental Delay, d2 7.8 1.6 67.1 0.5 35.2 0.2
Delay (s) 42.1 27.1 119.0 5.5 89.2 48.0
Level of Service D C F A F D
Approach Delay (s) 39.5 43.9 65.1
Approach LOS D D E
Intersection Summary
HCM 2000 Control Delay 45.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
11: Linda Vista St & Villa Park Rd Existing AM Peak Hour Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 21.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 68 1173 39 5 1218 99 9 1 21 27 0 103 Future Vol, veh/h 68 1173 39 5 1218 99 9 1 21 27 0 103
Conflicting Peds, #/hr 5 05505000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - 100 140 - 100 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 5 50055000333
Mvmt Flow 74 1275 42 5 1324 108 10 1 23 29 0 112

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1437 0 0 1322 0 0 2100 2875 643 2125 2809 667 Stage 1 - ----- 1428 1428 - 1339 1339 -
Stage 2 - ----- 6 7 2 1447 - 786 1470 -
Critical Hdwy 4.2 - - 4.1 - - 7.5 6.5 6.9 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Follow-up Hdwy 2.25 - - 2.2 - - 3.5 4 3.3 3.53 4.03 3.33 Pot Cap-1 Maneuver 453 - - 529 - - 30 17 421 ~ 28 18 399 Stage 1 - ----- 1 4 4 2 0 3- 1 6 0 2 1 8-
Stage 2 - ----- 4 1 6 1 9 8- 3 4 9 1 8 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 451 - - 526 - - 19 14 419 ~ 22 15 397 Mov Cap-2 Maneuver - ----- 1 9 1 4- ~ 2 2 1 5-
Stage 1 - ----- 1 2 0 1 6 9- 1 3 3 2 1 5-
Stage 2 - ----- 2 9 6 1 9 5- 2 7 4 1 5 6-

Approach EB WB NB SB
HCM Control Delay, s 0.8 0 157.7 $ 410.4

HCM LOS F F

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 52 451 - - 526 - - 87
HCM Lane V/C Ratio 0.648 0.164 - - 0.01 - - 1.624
HCM Control Delay (s) 157.7 14.5 - - 11.9 - -$ 410.4
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 2.6 0.6 - - 0 - - 11.4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th Signalized Intersection Summary 12: Cannon St & Santiago Canyon Road Alt1 Existing AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 364 766 91 16 469 366 139 109 36 1294 319 714 Future Volume (veh/h) 364 766 91 16 469 366 139 109 36 1294 319 714 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1660 1660 1660 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 375 790 88 16 484 0 143 112 11 1334 329 636 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 555333222222
Cap, veh/h 507 863 96 86 621 217 398 39 2151 753 877
Arrive On Green 0.06 0.10 0.10 0.05 0.20 0.00 0.14 0.14 0.10 0.45 0.45 0.45 Sat Flow, veh/h 3018 2811 313 1581 3154 1407 1594 2924 283 4781 1673 1413 Grp Volume(v), veh/h 375 436 442 16 484 0 143 60 63 1334 329 636 Grp Sat Flow(s),veh/h/ln 1509 1552 1572 1581 1577 1407 1594 1590 1618 1594 1673 1413 Q Serve(g_s), s 15.9 36.2 36.2 1.3 18.9 0.0 11.1 4.4 4.6 27.7 17.5 40.4 Cycle Q Clear(g_c), s 15.9 36.2 36.2 1.3 18.9 0.0 11.1 4.4 4.6 27.7 17.5 40.4 Prop In Lane 1.00 0.20 1.00 1.00 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 507 476 482 86 621 217 216 220 2151 753 877 V/C Ratio(X) 0.74 0.92 0.92 0.19 0.78 0.66 0.28 0.29 0.62 0.44 0.73 Avail Cap(c_a), veh/h 662 476 482 208 692 292 291 296 2151 753 877 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.6 56.7 56.8 58.7 49.5 0.0 53.3 50.4 50.8 27.3 24.5 17.1 Incr Delay (d2), s/veh 2.0 21.9 21.8 0.4 4.4 0.0 1.3 0.3 0.3 1.4 1.8 5.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 17.9 18.1 0.5 7.6 0.0 4.5 1.8 1.9 10.3 7.1 13.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.6 78.7 78.5 59.1 53.9 0.0 54.6 50.7 51.1 28.6 26.3 22.3 LnGrp LOS EEEED DDDCCC
Approach Vol, veh/h 1253 500 A 266 2299
Approach Delay, s/veh 73.2 54.1 52.9 26.6
Approach LOS E D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.3 27.1 60.7 8.4 42.0 18.9
Change Period (Y+Rc), s 5.0 5.5 6.0 5.5 * 6.5 5.5
Max Green Setting (Gmax), s 25.0 24.5 39.0 13.0 * 36 19.5 Max Q Clear Time (g_c+I1), s 17.9 20.9 42.4 3.3 38.2 13.1 Green Ext Time (p_c), s 0.4 0.7 0.0 0.0 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 44.9
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
HCM 6th Signalized Intersection Summary
12: Cannon St & Santiago Canyon Road Alt2 02/28/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Future Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 1042 562 75 21 1083 0 83 479 19 521 260 492 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 804 2867 381 93 2573 139 625 25 623 541 1500 Arrive On Green 0.26 1.00 1.00 0.06 0.81 0.00 0.09 0.20 0.16 0.20 0.32 0.32 Sat Flow, veh/h 3092 2815 375 1594 3180 1418 1606 3140 124 3116 1687 2482 Grp Volume(v), veh/h 1042 317 320 21 1083 0 83 244 254 521 260 492 Grp Sat Flow(s),veh/h/ln 1546 1590 1600 1594 1590 1418 1606 1602 1662 1558 1687 1241 Q Serve(g_s), s 31.2 0.0 0.0 1.5 11.8 0.0 6.0 17.3 17.4 19.3 14.9 11.8 Cycle Q Clear(g_c), s 31.2 0.0 0.0 1.5 11.8 0.0 6.0 17.3 17.4 19.3 14.9 11.8 Prop In Lane 1.00 0.23 1.00 1.00 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 804 1619 1629 93 2573 139 319 331 623 541 1500 V/C Ratio(X) 1.30 0.20 0.20 0.23 0.42 0.60 0.76 0.77 0.84 0.48 0.33 Avail Cap(c_a), veh/h 804 1619 1629 139 2573 139 320 332 623 541 1500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.4 0.0 0.0 53.9 3.3 0.0 52.8 45.4 45.6 46.1 32.7 11.9 Incr Delay (d2), s/veh 140.8 0.2 0.2 0.5 0.5 0.0 4.8 9.5 9.3 9.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 27.1 0.1 0.1 0.6 2.3 0.0 2.6 7.6 7.9 8.0 5.9 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 185.2 0.2 0.2 54.3 3.8 0.0 57.6 54.9 54.9 55.2 33.0 12.0 LnGrp LOS F A A D A E D D E C B
Approach Vol, veh/h 1679 1104 581 1273
Approach Delay, s/veh 115.0 4.8 55.3 34.0
Approach LOS F A E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 34.0 101.1 11.0 39.9 7.5 127.6 26.0 24.9 Change Period (Y+Rc), s 5.0 * 6.5 5.0 6.0 5.0 6.5 6.0 * 5.5 Max Green Setting (Gmax), s 29.0 * 31 6.0 33.0 6.0 52.5 20.0 * 20 Max Q Clear Time (g_c+I1), s 33.2 13.8 8.0 16.9 3.5 2.0 21.3 19.4 Green Ext Time (p_c), s 0.0 4.3 0.0 1.9 0.0 2.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 59.0
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
HCM 6th Signalized Intersection Summary
12: Cannon St & Santiago Canyon Road Alt3 02/28/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Future Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 1042 562 75 21 1083 0 83 479 19 521 260 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 804 2867 381 93 2573 139 625 25 623 1028
Arrive On Green 0.26 1.00 1.00 0.06 0.81 0.00 0.09 0.20 0.16 0.20 0.32 0.00 Sat Flow, veh/h 3092 2815 375 1594 3180 1418 1606 3140 124 3116 3205 1429 Grp Volume(v), veh/h 1042 317 320 21 1083 0 83 244 254 521 260 0 Grp Sat Flow(s),veh/h/ln 1546 1590 1600 1594 1590 1418 1606 1602 1662 1558 1602 1429 Q Serve(g_s), s 31.2 0.0 0.0 1.5 11.8 0.0 6.0 17.3 17.4 19.3 7.2 0.0 Cycle Q Clear(g_c), s 31.2 0.0 0.0 1.5 11.8 0.0 6.0 17.3 17.4 19.3 7.2 0.0 Prop In Lane 1.00 0.23 1.00 1.00 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 804 1619 1629 93 2573 139 319 331 623 1028 V/C Ratio(X) 1.30 0.20 0.20 0.23 0.42 0.60 0.76 0.77 0.84 0.25 Avail Cap(c_a), veh/h 804 1619 1629 139 2573 139 320 332 623 1028 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 44.4 0.0 0.0 53.9 3.3 0.0 52.8 45.4 45.6 46.1 30.1 0.0 Incr Delay (d2), s/veh 140.8 0.2 0.2 0.5 0.5 0.0 4.8 9.5 9.3 9.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 27.1 0.1 0.1 0.6 2.3 0.0 2.6 7.6 7.9 8.0 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 185.2 0.2 0.2 54.3 3.8 0.0 57.6 54.9 54.9 55.2 30.2 0.0 LnGrp LOS F A A D A E D D E C
Approach Vol, veh/h 1679 1104 581 781
Approach Delay, s/veh 115.0 4.8 55.3 46.9
Approach LOS F A E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 34.0 101.1 11.0 39.9 7.5 127.6 26.0 24.9 Change Period (Y+Rc), s 5.0 * 6.5 5.0 6.0 5.0 6.5 6.0 * 5.5 Max Green Setting (Gmax), s 29.0 * 31 6.0 33.0 6.0 52.5 20.0 * 20 Max Q Clear Time (g_c+I1), s 33.2 13.8 8.0 9.2 3.5 2.0 21.3 19.4 Green Ext Time (p_c), s 0.0 4.3 0.0 0.9 0.0 2.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 64.4
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 13: Cannon St & Taft Ave Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 145 2 109 1 2 1 67 771 1 1 2217 230 Future Volume (veh/h) 145 2 109 1 2 1 67 771 1 1 2217 230 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 0.99 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1700 1700 1700 1700 1700 1700 1673 1700 1700 1673 1700 Adj Flow Rate, veh/h 148 2 97 1 2 1 68 787 1 1 2262 232 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 00000020020
Cap, veh/h 113 1 302 26 47 16 121 2565 3 44 2152 216
Arrive On Green 0.11 0.14 0.14 0.11 0.14 0.14 0.07 0.79 0.79 0.03 0.74 0.74 Sat Flow, veh/h 530 7 1404 0 345 115 1619 3258 4 1619 2910 292 Grp Volume(v), veh/h 150 0 97 4 0 0 68 384 404 1 1215 1279 Grp Sat Flow(s),veh/h/ln 538 0 1404 461 0 0 1619 1590 1673 1619 1590 1612 Q Serve(g_s), s 0.0 0.0 10.2 0.0 0.0 0.0 7.1 11.9 11.9 0.1 129.4 129.4 Cycle Q Clear(g_c), s 20.0 0.0 10.2 20.0 0.0 0.0 7.1 11.9 11.9 0.1 129.4 129.4 Prop In Lane 0.99 1.00 0.25 0.25 1.00 0.00 1.00 0.18
Lane Grp Cap(c), veh/h 102 0 302 78 0 0 121 1252 1317 44 1176 1192 V/C Ratio(X) 1.47 0.00 0.32 0.05 0.00 0.00 0.56 0.31 0.31 0.02 1.03 1.07 Avail Cap(c_a), veh/h 102 0 302 78 0 0 132 1252 1317 88 1176 1192 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 79.8 0.0 58.1 66.6 0.0 0.0 78.2 5.2 5.2 82.9 22.8 22.8 Incr Delay (d2), s/veh 255.2 0.0 0.6 0.3 0.0 0.0 2.0 0.6 0.6 0.1 35.2 47.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.0 0.0 3.7 0.2 0.0 0.0 3.0 3.7 3.8 0.0 52.6 57.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 335.0 0.0 58.7 66.8 0.0 0.0 80.2 5.9 5.8 83.0 58.0 70.7 LnGrp LOS F AEEAAFAAFFF
Approach Vol, veh/h 247 4 856 2495
Approach Delay, s/veh 226.5 66.8 11.7 64.5
Approach LOS F E B E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.2 144.8 25.0 13.8 136.2 25.0
Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 5.0 134.0 20.0 10.0 129.0 20.0 Max Q Clear Time (g_c+I1), s 2.1 13.9 22.0 9.1 131.4 22.0 Green Ext Time (p_c), s 0.0 1.3 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 63.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 14: Cannon St & Serrano Ave Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 1035 145 561 356 51 1413
Future Volume (veh/h) 1035 145 561 356 51 1413
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673
Adj Flow Rate, veh/h 1056 106 572 308 52 1442
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 2 22222
Cap, veh/h 1181 690 1527 1247 142 1806
Arrive On Green 0.38 0.40 0.48 0.48 0.09 0.57
Sat Flow, veh/h 3092 1418 3263 1418 1594 3263
Grp Volume(v), veh/h 1056 106 572 308 52 1442
Grp Sat Flow(s),veh/h/ln1546 1418 1590 1418 1594 1590
Q Serve(g_s), s 32.1 4.1 11.4 3.4 3.1 35.8
Cycle Q Clear(g_c), s 32.1 4.1 11.4 3.4 3.1 35.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1181 690 1527 1247 142 1806
V/C Ratio(X) 0.89 0.15 0.37 0.25 0.37 0.80
Avail Cap(c_a), veh/h 1527 849 1527 1247 228 1806
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.0 14.2 16.5 0.9 42.9 17.1
Incr Delay (d2), s/veh 5.0 0.0 0.7 0.5 0.6 3.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 11.9 4.5 3.9 4.4 1.2 12.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.0 14.3 17.2 1.4 43.5 20.9
LnGrp LOS C B B A D C
Approach Vol, veh/h 1162 880 1494
Approach Delay, s/veh 32.2 11.7 21.6
Approach LOS C B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.6 49.6 40.8 59.2
Change Period (Y+Rc), s 5.0 6.0 5.3 6.0
Max Green Setting (Gmax), s 10.0 27.0 46.7 42.0
Max Q Clear Time (g_c+I1), s 5.1 13.4 34.1 37.8
Green Ext Time (p_c), s 0.0 2.5 1.4 2.5
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
15: Cannon St & Loma St Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 3.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 34 45 28 678 1419 43
Future Vol, veh/h 34 45 28 678 1419 43
Conflicting Peds, #/hr 0 05005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 0 00220
Mvmt Flow 35 46 29 692 1448 44
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1857 729 1497 0 - 0
Stage 1 1453 -----
Stage 2 404 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 67 370 454 - - -
Stage 1 185 -----
Stage 2 649 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 62 368 452 - - -
Mov Cap-2 Maneuver 62 -----
Stage 1 172 -----
Stage 2 646 -----
Approach EB NB SB
HCM Control Delay, s 84.5 0.5 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 452 - 118 - -
HCM Lane V/C Ratio 0.063 - 0.683 - -
HCM Control Delay (s) 13.5 - 84.5 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 0.2 - 3.6 - -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
108: Cannon St Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 839 0 0 2327
Future Vol, veh/h 0 0 839 0 0 2327
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 01001
Mvmt Flow 0 0 912 0 0 2529
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2177 456 0 0 912 0
Stage 1 912 -----
Stage 2 1265 -----
Critical Hdwy 6.8 6.9 - - 4.1 -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 41 557 - - 755 -
Stage 1 357 -----
Stage 2 233 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 41 557 - - 755 -
Mov Cap-2 Maneuver 41 -----
Stage 1 357 -----
Stage 2 233 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 755 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
109: Cannon St Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 917 2448 0
Future Vol, veh/h 0 0 0 917 2448 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00110
Mvmt Flow 0 0 0 997 2661 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 3160 1331 2661 0 - 0
Stage 1 2661 -----
Stage 2 499 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 8 147 160 - - -
Stage 1 40 -----
Stage 2 581 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 8 147 160 - - -
Mov Cap-2 Maneuver 8 -----
Stage 1 40 -----
Stage 2 581 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 160 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
110: Cannon St Existing AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 706 0 0 1464
Future Vol, veh/h 0 0 706 0 0 1464
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 125 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 02002
Mvmt Flow 0 0 767 0 0 1591
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 384 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 620 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 620 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - 0 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) ----
Attachment 5
Intersection Analysis Summary
7/21/2023Report File: N:\...\01_EXAM.pdf
Scenario 1 Existing AM Peak HourVistro File: N:\...\Villa Park_v6.vistro MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C-0.758SB ThruICU 2SignalizedSerrano Ave & Cannon St14
D-0.893SB RightICU 2SignalizedTaft Ave & Cannon St13
B-0.694SB RightICU 2SignalizedSantiago Canyon Rd & Cannon St12 C-0.767EB ThruICU 2SignalizedVilla Park Rd & Hewes St10 A-0.390EB ThruICU 2SignalizedVilla Park Rd & Lemon St9
A-0.553EB ThruICU 2SignalizedVilla Park Rd & Center Dr7 C-0.743WB ThruICU 2SignalizedVilla Park Rd & Wanda Rd1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Version 2022 (SP 0-2)
Generated with
Attachment 5

0.743Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 1: Villa Park Rd & Wanda Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
175.00100.00150.00300.00100.00225.00100.00100.00175.00100.00100.00100.00Entry Pocket Length [ft] 101102001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
8200Bicycle Volume [bicycles/h]
10303Pedestrian Volume [ped/h]
13098360302959300378342168130453212Total Analysis Volume [veh/h] 332461576240759586423311353Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 13098360302959300378342168130453212Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 13098360302959300378342168130453212Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.743Intersection V/C
CIntersection LOS

0.000.290.040.050.280.090.130.200.100.170.170.12V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lag--Lead--LeadLead / Lag
2,73,61,4Auxiliary Signal Groups
225661447083Signal Group
OverlapPermissProtecteOverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteControl Type Phasing & Timing

7.00Lost time [s]
130Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.553Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 7: Villa Park Rd & Center Dr
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00160.00100.00100.00140.00100.00100.00150.00Entry Pocket Length [ft] 101101001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0103Bicycle Volume [bicycles/h]
1941Pedestrian Volume [ped/h]
4992142114106761136119445510259Total Analysis Volume [veh/h] 12230112926715343011142615Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 4992142114106761136119445510259Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 4992142114106761136119445510259Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.553Intersection V/C
AIntersection LOS

0.030.270.020.070.310.040.150.150.030.090.090.03V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lead------Lead / Lag
Auxiliary Signal Groups
061025040040Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing

6.00Lost time [s]
111Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.390Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 9: Villa Park Rd & Lemon St
Intersection Level Of Service Report
NoYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00180.00100.00115.00Entry Pocket Length [ft] 100101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
022Bicycle Volume [bicycles/h]
055Pedestrian Volume [ped/h]
10597710936938113Total Analysis Volume [veh/h]
26244273171028Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
10597710936938113Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 10597710936938113Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.390Intersection V/C
AIntersection LOS

0.060.290.320.040.040.03V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
---Lead-LagLead / Lag
Auxiliary Signal Groups
026104Signal Group
PermissivePermissivePermissiveProtectedPermissivePermissiveControl Type Phasing & Timing

5.00Lost time [s]
108Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.767Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00215.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 001100000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0001Bicycle Volume [bicycles/h]
0102Pedestrian Volume [ped/h]
088045021199500102850202Total Analysis Volume [veh/h]
022011353249000071051Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 088045021199500102850202Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 088045021199500102850202Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.767Intersection V/C
CIntersection LOS

0.000.260.260.120.290.000.000.000.000.170.000.12V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--------LeadLead / Lag
Auxiliary Signal Groups
061020080004Signal Group
PermissPermissProtectePermissPermissPermissSplitSplitSplitSplitPermissSplitControl Type Phasing & Timing

7.00Lost time [s]
130Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.694Volume to Capacity (v/c):

BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
450.00100.00150.00100.00100.00325.00250.00100.00375.00100.00100.0080.00Entry Pocket Length [ft] 101002102001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
1003Bicycle Volume [bicycles/h]
0600Pedestrian Volume [ped/h]
3664691691766364714319129436109139Total Analysis Volume [veh/h] 92117423192911798032492735Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 3664691691766364714319129436109139Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3664691691766364714319129436109139Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.694Intersection V/C
BIntersection LOS

0.000.140.010.250.250.110.310.190.250.040.040.08V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lag--Lead------Lead / Lag
1,4Auxiliary Signal Groups
025061440080Signal Group
UnsignaPermissProtectePermissPermissProtecteOverlapSplitSplitSplitSplitSplitControl Type Phasing & Timing

7.00Lost time [s]
130Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.893Volume to Capacity (v/c):

DLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 13: Taft Ave & Cannon St
Intersection Level Of Service Report
YesYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00100.00200.00100.00100.00100.00100.00150.00100.00100.00225.00Entry Pocket Length [ft] 000100001001No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0202Bicycle Volume [bicycles/h]
0505Pedestrian Volume [ped/h]
121109214523022171177167Total Analysis Volume [veh/h]
01027136585540019317Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 121109214523022171177167Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 121109214523022171177167Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.893Intersection V/C
DIntersection LOS

0.000.000.000.020.090.090.720.720.000.230.230.04V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
4,5Auxiliary Signal Groups
040440061025Signal Group
PermissPermissPermissOverlapPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

9.00Lost time [s]
175Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.758Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 14: Serrano Ave & Cannon St
Intersection Level Of Service Report
YesYesNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00350.00100.00275.00150.00100.00Entry Pocket Length [ft] 010110No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
1451035141351356561Total Analysis Volume [veh/h]
362593531389140Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1451035141351356561Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1451035141351356561Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.758Intersection V/C
CIntersection LOS

0.060.300.420.030.000.17V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-Lag-Lead--Lead / Lag
1,42,4Auxiliary Signal Groups
446122Signal Group
OverlapSplitPermissiveProtectedOverlapPermissiveControl Type Phasing & Timing

5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 1: Wanda Rd & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 376 895 232 59 953 317 150 532 60 114 366 279 Future Volume (veh/h) 376 895 232 59 953 317 150 532 60 114 366 279 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 392 932 140 61 993 293 156 554 57 119 381 240 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 488 1274 729 245 1295 732 195 810 83 170 441 601 Arrive On Green 0.16 0.40 0.40 0.15 0.41 0.41 0.12 0.28 0.25 0.11 0.26 0.26 Sat Flow, veh/h 3092 3180 1399 1594 3180 1418 1594 2904 298 1594 1673 1400 Grp Volume(v), veh/h 392 932 140 61 993 293 156 303 308 119 381 240 Grp Sat Flow(s),veh/h/ln 1546 1590 1399 1594 1590 1418 1594 1590 1612 1594 1673 1400 Q Serve(g_s), s 17.1 34.8 4.1 4.7 37.7 17.6 13.3 23.7 23.9 10.1 30.4 16.6 Cycle Q Clear(g_c), s 17.1 34.8 4.1 4.7 37.7 17.6 13.3 23.7 23.9 10.1 30.4 16.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 488 1274 729 245 1295 732 195 444 450 170 441 601 V/C Ratio(X) 0.80 0.73 0.19 0.25 0.77 0.40 0.80 0.68 0.69 0.70 0.86 0.40 Avail Cap(c_a), veh/h 629 1274 729 245 1295 732 195 444 450 249 512 660 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.9 35.6 7.1 52.2 35.8 20.7 59.8 44.9 45.3 60.4 49.1 27.7 Incr Delay (d2), s/veh 4.4 3.7 0.6 0.2 4.4 1.6 19.4 3.5 3.6 1.9 11.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 13.8 1.5 1.9 15.0 6.0 6.4 9.7 9.9 4.2 14.0 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.3 39.3 7.7 52.4 40.2 22.3 79.2 48.5 48.9 62.3 60.7 27.9 LnGrp LOS E D A D D C E D D E E C
Approach Vol, veh/h 1464 1347 767 740
Approach Delay, s/veh 42.2 36.8 54.9 50.3
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.6 59.3 18.0 39.1 23.9 59.0 16.0 41.1 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 5.5 * 5.5 4.0 5.5 Max Green Setting (Gmax), s 26.0 41.5 14.0 39.5 14.0 * 54 19.0 34.5 Max Q Clear Time (g_c+I1), s 19.1 39.7 15.3 32.4 6.7 36.8 12.1 25.9 Green Ext Time (p_c), s 0.5 0.7 0.0 1.2 0.0 2.3 0.1 0.9 Intersection Summary
HCM 6th Ctrl Delay 44.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
2: Kathleen Ln & Trenton Ave Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 1065 1347 0 0 2
Future Vol, veh/h 4 1065 1347 0 0 2
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 22000
Mvmt Flow 4 1158 1464 0 0 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1465 0 - 0 2052 733
Stage 1 - - - - 1465 -
Stage 2 - - - - 587 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 467 - - - 49 368
Stage 1 - - - - 182 -
Stage 2 - - - - 524 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 467 - - - 48 368
Mov Cap-2 Maneuver - - - - 48 -
Stage 1 - - - - 180 -
Stage 2 - - - - 523 -
Approach EB WB SB
HCM Control Delay, s 0 0 14.8

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 467 - - - 368
HCM Lane V/C Ratio 0.009 - - - 0.006
HCM Control Delay (s) 12.8 - - - 14.8
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0 - - - 0
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
3: Morrow Cir & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1064 1 2 1343 4 1
Future Vol, veh/h 1064 1 2 1343 4 1
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 00200
Mvmt Flow 1157 1 2 1460 4 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1159 0 1892 580
Stage 1 - - - - 1158 -
Stage 2 - - - - 734 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 610 - 63 463
Stage 1 - - - - 265 -
Stage 2 - - - - 441 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 609 - 63 463
Mov Cap-2 Maneuver - - - - 63 -
Stage 1 - - - - 265 -
Stage 2 - - - - 440 -
Approach EB WB NB
HCM Control Delay, s 0 0 56

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 76 - - 609 -
HCM Lane V/C Ratio 0.072 - - 0.004 -
HCM Control Delay (s) 56 - - 10.9 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.2 - - 0 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
4: Villa Park Rd & Prado Woods Dr Existing PM Peak Hour Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 1047 1341 4 2 4
Future Vol, veh/h 18 1047 1341 4 2 4
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 22000
Mvmt Flow 20 1138 1458 4 2 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1463 0 - 0 2068 730
Stage 1 - - - - 1459 -
Stage 2 - - - - 609 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 468 - - - 48 369
Stage 1 - - - - 183 -
Stage 2 - - - - 511 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 468 - - - 46 369
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 175 -
Stage 2 - - - - 510 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 39.8

HCM LOS E
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 468 - - - 110
HCM Lane V/C Ratio 0.042 - - - 0.059
HCM Control Delay (s) 13 - - - 39.8
HCM Lane LOS B - - - E
HCM 95th %tile Q(veh) 0.1 - - - 0.2
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
5: Villa Park Rd & Kenwick Dr Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 6 1043 1337 3 0 8
Future Vol, veh/h 6 1043 1337 3 0 8
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 22000
Mvmt Flow 7 1134 1453 3 0 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1457 0 - 0 2035 728
Stage 1 - - - - 1454 -
Stage 2 - - - - 581 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 470 - - - 51 370
Stage 1 - - - - 185 -
Stage 2 - - - - 528 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 470 - - - 50 370
Mov Cap-2 Maneuver - - - - 50 -
Stage 1 - - - - 182 -
Stage 2 - - - - 527 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 15

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 470 - - - 370
HCM Lane V/C Ratio 0.014 - - - 0.024
HCM Control Delay (s) 12.8 - - - 15
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0 - - - 0.1
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
6: Radec Ct & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1041 2 1 1339 1 0
Future Vol, veh/h 1041 2 1 1339 1 0
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 125 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 00200
Mvmt Flow 1119 2 1 1440 1 0

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1122 0 1842 561
Stage 1 - - - - 1120 -
Stage 2 - - - - 722 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 630 - 68 476
Stage 1 - - - - 278 -
Stage 2 - - - - 447 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 629 - 68 476
Mov Cap-2 Maneuver - - - - 68 -
Stage 1 - - - - 278 -
Stage 2 - - - - 446 -

Approach EB WB NB
HCM Control Delay, s 0 0 58.8

HCM LOS F

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 68 - - 629 -
HCM Lane V/C Ratio 0.016 - - 0.002 -
HCM Control Delay (s) 58.8 - - 10.7 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0 - - 0 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 7: Center Dr & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 950 12 17 1256 85 16 38 16 44 30 68 Future Volume (veh/h) 79 950 12 17 1256 85 16 38 16 44 30 68 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1673 1700 1700 1673 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 86 1033 11 18 1365 78 17 41 3 48 33 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 020020000000
Cap, veh/h 170 2158 957 90 2000 906 326 225 16 327 175 58 Arrive On Green 0.11 0.68 0.68 0.06 0.63 0.63 0.14 0.14 0.09 0.14 0.14 0.14 Sat Flow, veh/h 1619 3180 1410 1619 3180 1440 1384 1565 115 1384 1213 404 Grp Volume(v), veh/h 86 1033 11 18 1365 78 17 0 44 48 0 44 Grp Sat Flow(s),veh/h/ln 1619 1590 1410 1619 1590 1440 1384 0 1679 1384 0 1618 Q Serve(g_s), s 2.3 7.0 0.1 0.5 12.6 1.0 0.5 0.0 1.0 1.4 0.0 1.1 Cycle Q Clear(g_c), s 2.3 7.0 0.1 0.5 12.6 1.0 1.6 0.0 1.0 2.5 0.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.25
Lane Grp Cap(c), veh/h 170 2158 957 90 2000 906 326 0 242 327 0 233 V/C Ratio(X) 0.51 0.48 0.01 0.20 0.68 0.09 0.05 0.00 0.18 0.15 0.00 0.19 Avail Cap(c_a), veh/h 785 3040 1347 785 3040 1376 1363 0 1501 1365 0 1446 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.1 3.5 2.3 20.4 5.4 3.3 17.7 0.0 17.1 18.1 0.0 17.0 Incr Delay (d2), s/veh 0.9 0.2 0.0 0.4 0.4 0.0 0.1 0.0 0.5 0.3 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.6 0.0 0.2 1.7 0.1 0.1 0.0 0.4 0.4 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.0 3.6 2.4 20.8 5.9 3.3 17.8 0.0 17.6 18.4 0.0 17.6 LnGrp LOS B A A C AABABBAB
Approach Vol, veh/h 1130 1461 61 92
Approach Delay, s/veh 4.9 5.9 17.6 18.0
Approach LOS AABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 3.6 33.0 8.6 5.8 30.7 8.6
Change Period (Y+Rc), s 3.0 5.5 4.5 3.0 5.5 4.5
Max Green Setting (Gmax), s 20.0 40.0 38.0 20.0 40.0 38.0 Max Q Clear Time (g_c+I1), s 2.5 9.0 3.6 4.3 14.6 4.5
Green Ext Time (p_c), s 0.0 8.1 0.4 0.0 10.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 6.1
HCM 6th LOS A
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
8: Park Villa Ln & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1005 5 3 1352 6 2
Future Vol, veh/h 1005 5 3 1352 6 2
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 140 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 00200
Mvmt Flow 1069 5 3 1438 6 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1075 0 1795 536
Stage 1 - - - - 1070 -
Stage 2 - - - - 725 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 656 - 73 494
Stage 1 - - - - 295 -
Stage 2 - - - - 446 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 655 - 73 494
Mov Cap-2 Maneuver - - - - 73 -
Stage 1 - - - - 295 -
Stage 2 - - - - 444 -
Approach EB WB NB
HCM Control Delay, s 0 0 47.6

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 93 - - 655 -
HCM Lane V/C Ratio 0.092 - - 0.005 -
HCM Control Delay (s) 47.6 - - 10.5 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.3 - - 0 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 9: Villa Park Rd & Lemon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 98 909 1313 102 61 42
Future Volume (veh/h) 98 909 1313 102 61 42
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1700 1673 1673 1700 1700 1700
Adj Flow Rate, veh/h 102 947 1368 91 54 55
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022000
Cap, veh/h 193 2464 2003 888 203 181
Arrive On Green 0.12 0.77 0.63 0.63 0.13 0.13
Sat Flow, veh/h 1619 3263 3263 1409 1619 1441
Grp Volume(v), veh/h 102 947 1368 91 54 55
Grp Sat Flow(s),veh/h/ln 1619 1590 1590 1409 1619 1441
Q Serve(g_s), s 2.6 4.1 12.1 1.1 1.3 1.5
Cycle Q Clear(g_c), s 2.6 4.1 12.1 1.1 1.3 1.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 2464 2003 888 203 181
V/C Ratio(X) 0.53 0.38 0.68 0.10 0.27 0.30
Avail Cap(c_a), veh/h 821 3182 3182 1410 1407 1252
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.9 1.6 5.2 3.2 17.1 17.2
Incr Delay (d2), s/veh 0.8 0.1 0.4 0.1 1.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.0 0.9 0.1 0.5 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 1.7 5.6 3.2 18.1 18.5
LnGrp LOS BAAABB
Approach Vol, veh/h 1049 1459 109
Approach Delay, s/veh 3.3 5.5 18.3
Approach LOS A A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 6.3 29.5 7.4 35.7
Change Period (Y+Rc), s 3.0 5.5 4.5 5.5
Max Green Setting (Gmax), s 20.0 40.0 35.0 40.0
Max Q Clear Time (g_c+I1), s 4.6 14.1 3.5 6.1
Green Ext Time (p_c), s 0.1 9.9 0.5 7.4
Intersection Summary
HCM 6th Ctrl Delay 5.1
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 5
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 838 132 240 1274 141 312
Future Volume (vph) 838 132 240 1274 141 312
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3167 1398 1583 3167 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3167 1398 1583 3167 1568 1403
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 891 140 255 1355 150 332
RTOR Reduction (vph) 0 23 0 0 0 285
Lane Group Flow (vph) 891 117 255 1355 150 47
Confl. Bikes (#/hr) 3
Heavy Vehicles (%) 2% 2% 2% 2% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 81.3 81.3 23.7 111.0 15.0 15.0
Effective Green, g (s) 86.3 86.3 28.7 116.0 20.0 20.0
Actuated g/C Ratio 0.62 0.62 0.20 0.83 0.14 0.14
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1952 861 324 2624 224 200
v/s Ratio Prot 0.28 c0.16 c0.43 c0.10 0.03
v/s Ratio Perm 0.08
v/c Ratio 0.46 0.14 0.79 0.52 0.67 0.24
Uniform Delay, d1 14.3 11.2 52.8 3.6 56.9 53.2
Progression Factor 1.00 1.00 0.86 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.3 8.0 0.5 5.8 0.2
Delay (s) 15.1 11.6 53.3 4.1 62.6 53.5
Level of Service B B D A E D
Approach Delay (s) 14.6 11.9 56.3
Approach LOS B B E
Intersection Summary
HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
11: Linda Vista St & Villa Park Rd Existing PM Peak Hour Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 1120 22 2 1489 13 60690 1 9
Future Vol, veh/h 8 1120 22 2 1489 13 60690 1 9
Conflicting Peds, #/hr 1 01101000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - 100 140 - 100 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 20022000333
Mvmt Flow 9 1217 24 2 1618 14 7 0 7 10 0 21

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1633 0 0 1242 0 0 2049 2873 610 2250 2883 810 Stage 1 - ----- 1236 1236 - 1623 1623 -
Stage 2 - ----- 8 1 3 1637 - 627 1260 -
Critical Hdwy 4.14 - - 4.1 - - 7.5 6.5 6.9 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Follow-up Hdwy 2.22 - - 2.2 - - 3.5 4 3.3 3.53 4.03 3.33 Pot Cap-1 Maneuver 393 - - 568 - - 33 17 442 22 16 321
Stage 1 - ----- 1 9 0 2 5 0- 1 0 6 1 5 8-
Stage 2 - ----- 3 4 3 1 6 0- 4 3 6 2 3 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 393 - - 567 - - 30 17 442 21 16 321
Mov Cap-2 Maneuver - ----- 3 0 1 7- 2 1 1 6-
Stage 1 - ----- 1 8 5 2 4 4- 1 0 3 1 5 7-
Stage 2 - ----- 3 2 0 1 5 9- 4 2 0 2 3 2-

Approach EB WB NB SB
HCM Control Delay, s 0.1 0 87.8 125.1

HCM LOS F F

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 56 393 - - 567 - - 57
HCM Lane V/C Ratio 0.233 0.022 - - 0.004 - - 0.534
HCM Control Delay (s) 87.8 14.4 - - 11.4 - - 125.1
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 0.8 0.1 - - 0 - - 2.1
Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th Signalized Intersection Summary 12: Cannon St & Santiago Canyon Road Existing PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 706 356 73 13 996 1477 70 320 10 415 199 438 Future Volume (veh/h) 706 356 73 13 996 1477 70 320 10 415 199 438 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 735 371 68 14 1038 0 73 333 9 376 286 351 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 844 1128 205 268 1016 218 432 12 713 749 714 Arrive On Green 0.09 0.14 0.14 0.17 0.32 0.00 0.14 0.14 0.10 0.22 0.22 0.22 Sat Flow, veh/h 3092 2681 486 1594 3180 1418 1606 3186 86 3213 3373 1409 Grp Volume(v), veh/h 735 218 221 14 1038 0 73 167 175 376 286 351 Grp Sat Flow(s),veh/h/ln 1546 1590 1578 1594 1590 1418 1606 1602 1670 1606 1687 1409 Q Serve(g_s), s 32.9 17.4 17.7 1.0 44.7 0.0 5.8 14.1 14.2 14.4 10.1 23.1 Cycle Q Clear(g_c), s 32.9 17.4 17.7 1.0 44.7 0.0 5.8 14.1 14.2 14.4 10.1 23.1 Prop In Lane 1.00 0.31 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 844 669 664 268 1016 218 217 227 713 749 714 V/C Ratio(X) 0.87 0.33 0.33 0.05 1.02 0.33 0.77 0.77 0.53 0.38 0.49 Avail Cap(c_a), veh/h 881 669 664 268 1016 218 217 227 872 916 784 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.3 42.4 42.5 48.9 47.6 0.0 54.8 58.4 58.5 48.0 46.3 23.1 Incr Delay (d2), s/veh 8.7 1.3 1.3 0.0 33.9 0.0 0.3 13.9 13.7 0.2 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.6 7.6 7.7 0.4 21.7 0.0 2.3 6.5 6.8 5.7 4.2 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 43.7 43.9 48.9 81.6 0.0 55.1 72.3 72.3 48.2 46.4 23.2 LnGrp LOS E D D D F E E E D D C
Approach Vol, veh/h 1174 1052 A 415 1013
Approach Delay, s/veh 60.2 81.1 69.3 39.1
Approach LOS E F E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 40.3 46.6 33.1 24.9 62.0 20.0
Change Period (Y+Rc), s 5.0 5.5 6.0 5.5 * 6.5 5.5
Max Green Setting (Gmax), s 37.0 32.5 34.0 13.0 * 56 14.5 Max Q Clear Time (g_c+I1), s 34.9 46.7 25.1 3.0 19.7 16.2 Green Ext Time (p_c), s 0.4 0.0 1.9 0.0 1.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 61.4
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 13: Cannon St & Taft Ave Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 263 0 42 0 1 0 134 2369 0 0 1010 193 Future Volume (veh/h) 263 0 42 0 1 0 134 2369 0 0 1010 193 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1700 1700 1700 1700 1700 1700 1687 1700 1700 1687 1700 Adj Flow Rate, veh/h 268 0 14 0 1 0 137 2417 0 0 1031 188 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 00000010010
Cap, veh/h 339 0 457 0 345 0 195 2192 0 92 1693 308
Arrive On Green 0.18 0.00 0.20 0.00 0.20 0.00 0.12 0.68 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1435 0 1418 0 1700 0 1619 3289 0 1619 2697 491 Grp Volume(v), veh/h 268 0 14 0 1 0 137 2417 0 0 612 607 Grp Sat Flow(s),veh/h/ln1435 0 1418 0 1700 0 1619 1602 0 1619 1602 1585 Q Serve(g_s), s 26.8 0.0 1.0 0.0 0.1 0.0 12.2 102.6 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 26.9 0.0 1.0 0.0 0.1 0.0 12.2 102.6 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.31
Lane Grp Cap(c), veh/h 305 0 457 0 345 0 195 2192 0 92 1006 995 V/C Ratio(X) 0.88 0.00 0.03 0.00 0.00 0.00 0.70 1.10 0.00 0.00 0.61 0.61 Avail Cap(c_a), veh/h 305 0 457 0 345 0 257 2192 0 103 1006 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 60.7 0.0 35.0 0.0 47.7 0.0 63.4 23.7 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 23.9 0.0 0.0 0.0 0.0 0.0 3.0 53.8 0.0 0.0 2.7 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.6 0.0 0.4 0.0 0.0 0.0 5.1 49.6 0.0 0.0 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.5 0.0 35.0 0.0 47.7 0.0 66.5 77.5 0.0 0.0 2.7 2.8 LnGrp LOS F A D A D A E F A A A A
Approach Vol, veh/h 282 1 2554 1219
Approach Delay, s/veh 82.1 47.7 76.9 2.8
Approach LOS F D E A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.0 108.0 32.0 19.2 98.8 32.0 Change Period (Y+Rc), s 6.0 * 6 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 5.0 * 1E2 27.0 20.0 87.0 27.0 Max Q Clear Time (g_c+I1), s 0.0 104.6 28.9 14.2 2.0 2.1 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 2.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 54.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 14: Cannon St & Serrano Ave Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 499 63 1244 1388 75 704
Future Volume (veh/h) 499 63 1244 1388 75 704
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1687 1687 1687 1687 1687 1687
Adj Flow Rate, veh/h 509 19 1269 1351 77 718
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 1 11111
Cap, veh/h 592 393 2167 1265 135 2436
Arrive On Green 0.19 0.19 0.90 0.92 0.08 0.76
Sat Flow, veh/h 3116 1429 3289 1429 1606 3289
Grp Volume(v), veh/h 509 19 1269 1351 77 718
Grp Sat Flow(s),veh/h/ln1558 1429 1602 1429 1606 1602
Q Serve(g_s), s 23.7 1.5 12.7 104.2 6.9 10.4
Cycle Q Clear(g_c), s 23.7 1.5 12.7 104.2 6.9 10.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 592 393 2167 1265 135 2436
V/C Ratio(X) 0.86 0.05 0.59 1.07 0.57 0.29
Avail Cap(c_a), veh/h 592 393 2167 1265 203 2436
HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 58.8 39.9 3.1 1.7 66.1 5.6
Incr Delay (d2), s/veh 11.7 0.0 1.2 45.7 1.4 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.2 1.4 2.6 51.5 2.9 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.5 39.9 4.3 47.4 67.5 5.9
LnGrp LOS E D A F E A
Approach Vol, veh/h 528 2620 795
Approach Delay, s/veh 69.4 26.5 11.8
Approach LOS E C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.6 106.4 30.0 120.0
Change Period (Y+Rc), s 5.0 6.0 5.3 6.0
Max Green Setting (Gmax), s 15.0 94.0 24.7 114.0
Max Q Clear Time (g_c+I1), s 8.9 106.2 25.7 12.4
Green Ext Time (p_c), s 0.0 0.0 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
15: Cannon St & Loma St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 28 38 1269 751 29
Future Vol, veh/h 25 28 38 1269 751 29
Conflicting Peds, #/hr 0 01001
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 00110
Mvmt Flow 26 29 40 1336 791 31
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1540 397 823 0 - 0
Stage 1 792 -----
Stage 2 748 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 108 608 816 - - -
Stage 1 412 -----
Stage 2 434 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 102 607 815 - - -
Mov Cap-2 Maneuver 102 -----
Stage 1 391 -----
Stage 2 434 -----
Approach EB NB SB
HCM Control Delay, s 33.3 0.3 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 815 - 182 - -
HCM Lane V/C Ratio 0.049 - 0.307 - -
HCM Control Delay (s) 9.6 - 33.3 - -
HCM Lane LOS A - D - -
HCM 95th %tile Q(veh) 0.2 - 1.2 - -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
108: Cannon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 2503 0 0 1052
Future Vol, veh/h 0 0 2503 0 0 1052
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 2721 0 0 1143
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3293 1361 0 0 2721 0
Stage 1 2721 -----
Stage 2 572 -----
Critical Hdwy 6.8 6.9 - - 4.1 -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 - - 2.2 -
Pot Cap-1 Maneuver 7 141 - - 151 -
Stage 1 37 -----
Stage 2 534 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 7 141 - - 151 -
Mov Cap-2 Maneuver 7 -----
Stage 1 37 -----
Stage 2 534 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 151 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
109: Cannon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 2632 1203 0
Future Vol, veh/h 0 0 0 2632 1203 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 0 2861 1308 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2739 654 1308 0 - 0
Stage 1 1308 -----
Stage 2 1431 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 17 414 536 - - -
Stage 1 221 -----
Stage 2 190 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 17 414 536 - - -
Mov Cap-2 Maneuver 17 -----
Stage 1 221 -----
Stage 2 190 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 536 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
110: Cannon St Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 1307 0 0 779
Future Vol, veh/h 0 0 1307 0 0 779
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 125 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 1421 0 0 847
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 711 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 380 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 380 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - 0 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) ----
Attachment 5
Intersection Analysis Summary
7/21/2023Report File: N:\...\02_EXPM.pdf
Scenario 2 Exisitng PM Peak HourVistro File: N:\...\Villa Park_v6.vistro MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

E-0.909NB RightICU 2SignalizedSerrano Ave & Cannon St14 E-0.900NB ThruICU 2SignalizedTaft Ave & Cannon St13
C-0.758WB ThruICU 2Signalized12
B-0.605WB ThruICU 2SignalizedVilla Park Rd & Hewes St10 A-0.497WB ThruICU 2SignalizedVilla Park Rd & Lemon St9
A-0.511WB ThruICU 2SignalizedVilla Park Rd & Center Dr7 C-0.731WB ThruICU 2SignalizedVilla Park Rd & Wanda Rd1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5

0.731Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 1: Villa Park Rd & Wanda Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
11101Bicycle Volume [bicycles/h]
1000Pedestrian Volume [ped/h]
3179535923289537627936611460532150Total Analysis Volume [veh/h] 792381558224947092291513338Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 3179535923289537627936611460532150Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 3179535923289537627936611460532150Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.731Intersection V/C
CIntersection LOS

0.120.280.030.050.260.110.050.220.070.170.170.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lag--Lead--Lead--LeadLead / Lag
2,73,61,4Auxiliary Signal Groups
225661447083Signal Group
OverlapPermissProtecteOverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteControl Type Phasing & Timing

7.00Lost time [s]
140Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.511Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 7: Villa Park Rd & Center Dr
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0503Bicycle Volume [bicycles/h]
0010Pedestrian Volume [ped/h]
851256171295079683044163816Total Analysis Volume [veh/h] 213144323820178114104Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 851256171295079683044163816Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 851256171295079683044163816Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.511Intersection V/C
AIntersection LOS

0.050.370.010.010.280.050.060.060.030.030.030.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lead------Lead / Lag
Auxiliary Signal Groups
061025040040Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing

6.00Lost time [s]
111Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.497Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 9: Villa Park Rd & Lemon St
Intersection Level Of Service Report
NoYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00180.00100.00115.00Entry Pocket Length [ft] 100101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
022Bicycle Volume [bicycles/h]
011Pedestrian Volume [ped/h]
1021313909984261Total Analysis Volume [veh/h]
26328227251115Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1021313909984261Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1021313909984261Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.497Intersection V/C
AIntersection LOS

0.060.390.270.060.030.02V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
---Lead-LagLead / Lag
Auxiliary Signal Groups
026104Signal Group
PermissivePermissivePermissiveProtectedPermissivePermissiveControl Type Phasing & Timing

5.00Lost time [s]
108Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.605Volume to Capacity (v/c):

BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0603Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
0127424013283800603120141Total Analysis Volume [veh/h]
03196033210002078035Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 0127424013283800603120141Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0127424013283800603120141Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.605Intersection V/C
BIntersection LOS

0.000.370.140.080.250.000.000.000.000.180.000.08V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--------LeadLead / Lag
Auxiliary Signal Groups
061020080004Signal Group
PermissPermissProtectePermissPermissPermissSplitSplitSplitSplitPermissSplitControl Type Phasing & Timing

7.00Lost time [s]
140Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.758Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
1133Bicycle Volume [bicycles/h]
0101Pedestrian Volume [ped/h]
147799613733567064381994151032070Total Analysis Volume [veh/h] 369249318891771105010438018Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 147799613733567064381994151032070Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 147799613733567064381994151032070Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5

0.758Intersection V/C
CIntersection LOS

0.000.290.010.130.130.210.050.060.120.100.100.04V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lead------Lead / Lag
1,4Auxiliary Signal Groups
025061440080Signal Group
UnsignaPermissProtectePermissPermissProtecteOverlapSplitSplitSplitSplitSplitControl Type Phasing & Timing

7.00Lost time [s]
140Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.900Volume to Capacity (v/c):

ELevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 13: Taft Ave & Cannon St
Intersection Level Of Service Report
YesYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0202Bicycle Volume [bicycles/h]
0101Pedestrian Volume [ped/h]
0104202631931010002369134Total Analysis Volume [veh/h]
00011066482530059234Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 0104202631931010002369134Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0104202631931010002369134Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.900Intersection V/C
EIntersection LOS

0.000.000.000.000.000.150.350.350.000.000.700.08V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--------Lag--LeadLead / Lag
4,5Auxiliary Signal Groups
040440061025Signal Group
PermissPermissPermissOverlapPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

8.00Lost time [s]
150Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.909Volume to Capacity (v/c):

ELevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 14: Serrano Ave & Cannon St
Intersection Level Of Service Report
YesYesNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00350.00100.00275.00150.00100.00Entry Pocket Length [ft] 010110No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
634997047513881244Total Analysis Volume [veh/h]
1612517619347311Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
634997047513881244Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 634997047513881244Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.909Intersection V/C
EIntersection LOS

0.000.150.210.040.670.37V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-Lag-Lead--Lead / Lag
1,42,4Auxiliary Signal Groups
446122Signal Group
OverlapSplitPermissiveProtectedOverlapPermissiveControl Type Phasing & Timing

8.00Lost time [s]
150Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 1: Wanda Rd & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 310 980 310 60 1140 160 230 460 130 200 390 380 Future Volume (veh/h) 310 980 310 60 1140 160 230 460 130 200 390 380 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1634 1634 1634 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 326 1032 255 63 1200 112 242 484 117 211 411 360 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 555555111111
Cap, veh/h 323 2154 1173 108 2037 1138 245 710 170 264 471 560 Arrive On Green 0.11 0.69 0.69 0.07 0.66 0.66 0.15 0.28 0.25 0.16 0.28 0.28 Sat Flow, veh/h 3018 3104 1383 1556 3104 1384 1606 2545 611 1606 1687 1425 Grp Volume(v), veh/h 326 1032 255 63 1200 112 242 303 298 211 411 360 Grp Sat Flow(s),veh/h/ln 1509 1552 1383 1556 1552 1384 1606 1602 1554 1606 1687 1425 Q Serve(g_s), s 13.9 19.8 1.6 5.1 28.2 2.0 19.5 21.9 22.3 16.4 30.2 28.4 Cycle Q Clear(g_c), s 13.9 19.8 1.6 5.1 28.2 2.0 19.5 21.9 22.3 16.4 30.2 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 1.00
Lane Grp Cap(c), veh/h 323 2154 1173 108 2037 1138 245 447 433 264 471 560 V/C Ratio(X) 1.01 0.48 0.22 0.58 0.59 0.10 0.99 0.68 0.69 0.80 0.87 0.64 Avail Cap(c_a), veh/h 323 2154 1173 108 2037 1138 245 447 433 271 477 566 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.0 9.1 6.0 58.7 12.5 2.2 55.0 41.7 42.5 52.3 44.7 38.1 Incr Delay (d2), s/veh 52.7 0.8 0.4 5.4 1.3 0.2 54.2 3.4 3.8 14.1 15.4 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 6.2 2.1 2.1 9.2 0.4 11.5 8.9 8.9 7.6 14.5 9.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 110.7 9.9 6.4 64.1 13.8 2.4 109.2 45.1 46.3 66.3 60.1 39.9 LnGrp LOS F AAEBAFDDEED
Approach Vol, veh/h 1613 1375 843 982
Approach Delay, s/veh 29.7 15.1 63.9 54.0
Approach LOS C B E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.0 88.7 22.5 38.0 10.0 93.7 22.4 38.0 Change Period (Y+Rc), s 4.0 5.5 5.5 * 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 11.0 50.0 17.0 * 33 6.0 55.0 19.0 31.0 Max Q Clear Time (g_c+I1), s 15.9 30.2 21.5 32.2 7.1 21.8 18.4 24.3 Green Ext Time (p_c), s 0.0 3.2 0.0 0.3 0.0 2.8 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 36.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
2: Kathleen Ln & Trenton Ave Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1300 1310 0 10 10
Future Vol, veh/h 10 1300 1310 0 10 10
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 55000
Mvmt Flow 11 1368 1379 0 11 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1384 0 - 0 2090 695
Stage 1 - - - - 1384 -
Stage 2 - - - - 706 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 501 - - - 46 389
Stage 1 - - - - 201 -
Stage 2 - - - - 456 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 499 - - - 45 387
Mov Cap-2 Maneuver - - - - 45 -
Stage 1 - - - - 196 -
Stage 2 - - - - 454 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 64.4

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 499 - - - 81
HCM Lane V/C Ratio 0.021 - - - 0.26
HCM Control Delay (s) 12.4 - - - 64.4
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 0.9
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
3: Morrow Cir & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1300 10 10 1300 10 10
Future Vol, veh/h 1300 10 10 1300 10 10
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 5 00500
Mvmt Flow 1368 11 11 1368 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1384 0 2079 689
Stage 1 - - - - 1373 -
Stage 2 - - - - 706 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 501 - 47 393
Stage 1 - - - - 204 -
Stage 2 - - - - 456 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 499 - 46 391
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 203 -
Stage 2 - - - - 446 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 63.4

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 82 - - 499 -
HCM Lane V/C Ratio 0.257 - - 0.021 -
HCM Control Delay (s) 63.4 - - 12.4 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
4: Villa Park Rd & Prado Woods Dr Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 20 1290 1290 10 10 20
Future Vol, veh/h 20 1290 1290 10 10 20
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 55000
Mvmt Flow 21 1358 1358 11 11 21
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1374 0 - 0 2084 684
Stage 1 - - - - 1363 -
Stage 2 - - - - 721 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 506 - - - 47 396
Stage 1 - - - - 207 -
Stage 2 - - - - 448 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 504 - - - 45 394
Mov Cap-2 Maneuver - - - - 45 -
Stage 1 - - - - 197 -
Stage 2 - - - - 446 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 50.4

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 504 - - - 110
HCM Lane V/C Ratio 0.042 - - - 0.287
HCM Control Delay (s) 12.5 - - - 50.4
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 1.1
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
5: Villa Park Rd & Kenwick Dr Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1290 1290 0 10 10
Future Vol, veh/h 10 1290 1290 0 10 10
Conflicting Peds, #/hr 5 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 55000
Mvmt Flow 11 1358 1358 0 11 11

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1363 0 - 0 2064 684
Stage 1 - - - - 1363 -
Stage 2 - - - - 701 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 511 - - - 48 396
Stage 1 - - - - 207 -
Stage 2 - - - - 459 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 509 - - - 46 394
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 201 -
Stage 2 - - - - 457 -

Approach EB WB SB
HCM Control Delay, s 0.1 0 63.4

HCM LOS F

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 509 - - - 82
HCM Lane V/C Ratio 0.021 - - - 0.257
HCM Control Delay (s) 12.2 - - - 63.4
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 0.9
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
6: Radec Ct & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1290 10 10 1290 10 10
Future Vol, veh/h 1290 10 10 1290 10 10
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 125 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 5 00500
Mvmt Flow 1358 11 11 1358 0 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1374 0 2064 684
Stage 1 - - - - 1363 -
Stage 2 - - - - 701 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 506 - 48 396
Stage 1 - - - - 207 -
Stage 2 - - - - 459 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 504 - 47 394
Mov Cap-2 Maneuver - - - - 47 -
Stage 1 - - - - 206 -
Stage 2 - - - - 449 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 59.5

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 86 - - 504 -
HCM Lane V/C Ratio 0.239 - - 0.021 -
HCM Control Delay (s) 59.5 - - 12.3 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 7: Center Dr & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 1110 120 50 1100 50 60 110 60 50 120 140 Future Volume (veh/h) 70 1110 120 50 1100 50 60 110 60 50 120 140 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 0.99 0.99 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1634 1700 1700 1634 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 74 1168 104 53 1158 33 63 116 43 53 126 105 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 050050000000
Cap, veh/h 143 1676 760 116 1624 751 322 343 127 391 246 205 Arrive On Green 0.09 0.54 0.54 0.07 0.52 0.52 0.29 0.29 0.25 0.29 0.29 0.29 Sat Flow, veh/h 1619 3104 1408 1619 3104 1435 1161 1179 437 1239 848 706 Grp Volume(v), veh/h 74 1168 104 53 1158 33 63 0 159 53 0 231 Grp Sat Flow(s),veh/h/ln 1619 1552 1408 1619 1552 1435 1161 0 1616 1239 0 1554 Q Serve(g_s), s 2.5 15.6 2.1 1.8 16.0 0.6 2.7 0.0 4.4 2.0 0.0 7.0 Cycle Q Clear(g_c), s 2.5 15.6 2.1 1.8 16.0 0.6 9.7 0.0 4.4 6.4 0.0 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.45
Lane Grp Cap(c), veh/h 143 1676 760 116 1624 751 322 0 470 391 0 452 V/C Ratio(X) 0.52 0.70 0.14 0.46 0.71 0.04 0.20 0.00 0.34 0.14 0.00 0.51 Avail Cap(c_a), veh/h 630 2382 1080 630 2382 1101 818 0 1160 920 0 1116 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.5 9.5 6.4 25.1 10.2 6.5 20.7 0.0 16.0 18.2 0.0 16.6 Incr Delay (d2), s/veh 1.1 0.5 0.1 1.0 0.6 0.0 0.4 0.0 0.6 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.7 0.5 0.6 3.9 0.1 0.7 0.0 1.6 0.5 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 10.1 6.5 26.1 10.8 6.6 21.1 0.0 16.6 18.5 0.0 17.9 LnGrp LOS C B A C B A C ABBAB
Approach Vol, veh/h 1346 1244 222 284
Approach Delay, s/veh 10.7 11.3 17.9 18.0
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.1 32.7 18.5 6.1 31.7 18.5
Change Period (Y+Rc), s 3.0 5.5 4.5 3.0 5.5 4.5
Max Green Setting (Gmax), s 20.0 40.0 38.0 20.0 40.0 38.0 Max Q Clear Time (g_c+I1), s 3.8 17.6 11.7 4.5 18.0 9.0 Green Ext Time (p_c), s 0.0 8.0 1.7 0.0 8.3 2.4
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
8: Park Villa Ln & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1210 10 10 1190 10 10
Future Vol, veh/h 1210 10 10 1190 10 10
Conflicting Peds, #/hr 0 55000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 140 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 5 00500
Mvmt Flow 1274 11 11 1253 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1290 0 1928 642
Stage 1 - - - - 1279 -
Stage 2 - - - - 649 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 544 - 60 422
Stage 1 - - - - 229 -
Stage 2 - - - - 487 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 541 - 59 420
Mov Cap-2 Maneuver - - - - 59 -
Stage 1 - - - - 228 -
Stage 2 - - - - 477 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 48.7

HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 103 - - 541 -
HCM Lane V/C Ratio 0.204 - - 0.019 -
HCM Control Delay (s) 48.7 - - 11.8 -
HCM Lane LOS E - - B -
HCM 95th %tile Q(veh) 0.7 - - 0.1 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 9: Villa Park Rd & Lemon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 70 1150 1160 110 120 40
Future Volume (veh/h) 70 1150 1160 110 120 40
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1700 1634 1634 1700 1700 1700
Adj Flow Rate, veh/h 74 1211 1221 96 84 87
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 055000
Cap, veh/h 161 2256 1862 842 271 241
Arrive On Green 0.10 0.73 0.60 0.60 0.17 0.17
Sat Flow, veh/h 1619 3186 3186 1404 1619 1441
Grp Volume(v), veh/h 74 1211 1221 96 84 87
Grp Sat Flow(s),veh/h/ln 1619 1552 1552 1404 1619 1441
Q Serve(g_s), s 1.7 7.1 10.5 1.2 1.8 2.2
Cycle Q Clear(g_c), s 1.7 7.1 10.5 1.2 1.8 2.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 161 2256 1862 842 271 241
V/C Ratio(X) 0.46 0.54 0.66 0.11 0.31 0.36
Avail Cap(c_a), veh/h 876 3312 3312 1498 1499 1334
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 2.5 5.3 3.5 14.8 14.9
Incr Delay (d2), s/veh 0.8 0.2 0.4 0.1 0.9 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.1 0.8 0.1 0.6 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.9 2.7 5.7 3.5 15.7 16.2
LnGrp LOS BAAABB
Approach Vol, veh/h 1285 1317 171
Approach Delay, s/veh 3.6 5.6 16.0
Approach LOS A A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 5.1 26.6 8.8 31.7
Change Period (Y+Rc), s 3.0 5.5 4.5 5.5
Max Green Setting (Gmax), s 20.0 40.0 35.0 40.0
Max Q Clear Time (g_c+I1), s 3.7 12.5 4.2 9.1
Green Ext Time (p_c), s 0.0 8.6 0.8 10.2
Intersection Summary
HCM 6th Ctrl Delay 5.3
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 5
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1050 220 700 1060 210 310
Future Volume (vph) 1050 220 700 1060 210 310
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3076 1354 1538 3076 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3076 1354 1538 3076 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1105 232 737 1116 221 326
RTOR Reduction (vph) 0 39 0 0 0 291
Lane Group Flow (vph) 1105 193 737 1116 221 35
Confl. Peds. (#/hr) 2 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5% 5% 5% 5% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 46.7 46.7 56.0 108.7 10.5 10.5
Effective Green, g (s) 51.7 51.7 61.0 113.7 15.5 15.5
Actuated g/C Ratio 0.36 0.36 0.42 0.78 0.11 0.11
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1096 482 647 2412 167 149
v/s Ratio Prot c0.36 c0.48 0.36 c0.14 0.02
v/s Ratio Perm 0.14
v/c Ratio 1.01 0.40 1.14 0.46 1.32 0.23
Uniform Delay, d1 46.6 35.0 42.0 5.3 64.8 59.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 29.2 2.5 80.3 0.6 181.0 0.3
Delay (s) 75.9 37.5 122.3 5.9 245.7 59.6
Level of Service E D F A F E
Approach Delay (s) 69.2 52.2 134.8
Approach LOS E D F
Intersection Summary
HCM 2000 Control Delay 70.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.03
Actuated Cycle Length (s) 145.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 98.8% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
11: Linda Vista St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 20.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 1250 40 10 1640 100 10 10 30 30 0 110 Future Vol, veh/h 70 1250 40 10 1640 100 10 10 30 30 0 110 Conflicting Peds, #/hr 5 05505000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - 100 140 - 100 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 5 50055000333
Mvmt Flow 74 1316 42 11 1726 105 11 11 32 32 0 116
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1836 0 0 1363 0 0 2354 3327 663 2565 3264 868 Stage 1 - ----- 1469 1469 - 1753 1753 -
Stage 2 - ----- 8 8 5 1858 - 812 1511 -
Critical Hdwy 4.2 - - 4.1 - - 7.5 6.5 6.9 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Follow-up Hdwy 2.25 - - 2.2 - - 3.5 4 3.3 3.53 4.03 3.33 Pot Cap-1 Maneuver 316 - - 511 - - 19 ~ 8 409 ~ 13 9 294 Stage 1 - ----- 1 3 6 1 9 4- 8 8 1 3 6-
Stage 2 - ----- 3 1 0 1 2 5- 3 3 7 1 8 0-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 314 - - 509 - - ~ 9 ~ 6 407 - 7 293
Mov Cap-2 Maneuver - ----- ~ 9 ~ 6-- 7-
Stage 1 - ----- 1 0 3 1 4 7- 6 7 1 3 2-
Stage 2 - ----- 1 8 3 1 2 2- 2 2 1 1 3 7-
Approach EB WB NB SB
HCM Control Delay, s 1 0.1 $ 1309.1

HCM LOS F -
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 18 314 - - 509 - - -
HCM Lane V/C Ratio 2.924 0.235 - - 0.021 - - -
HCM Control Delay (s) $ 1309.1 19.9 - - 12.2 - - -
HCM Lane LOS F C - - B - - -
HCM 95th %tile Q(veh) 7.1 0.9 - - 0.1 - - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th Signalized Intersection Summary 12: Cannon St & Santiago Canyon Road Future AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Future Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1660 1660 1660 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 412 835 96 21 577 0 155 196 23 1366 459 1013 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 555333222222
Cap, veh/h 596 994 114 106 724 167 301 35 2003 701 880
Arrive On Green 0.20 0.35 0.31 0.07 0.23 0.00 0.10 0.10 0.05 0.42 0.42 0.42 Sat Flow, veh/h 3018 2800 322 1581 3154 1407 1594 2865 332 4781 1673 1412 Grp Volume(v), veh/h 412 463 468 21 577 0 155 108 111 1366 459 1013 Grp Sat Flow(s),veh/h/ln 1509 1552 1570 1581 1577 1407 1594 1590 1607 1594 1673 1412 Q Serve(g_s), s 12.7 27.4 27.5 1.3 17.2 0.0 9.6 6.5 6.7 23.2 22.0 41.9 Cycle Q Clear(g_c), s 12.7 27.4 27.5 1.3 17.2 0.0 9.6 6.5 6.7 23.2 22.0 41.9 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 596 551 557 106 724 167 167 169 2003 701 880 V/C Ratio(X) 0.69 0.84 0.84 0.20 0.80 0.93 0.64 0.66 0.68 0.65 1.15 Avail Cap(c_a), veh/h 860 594 601 150 724 167 167 169 2003 701 880 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 29.6 30.1 44.1 36.3 0.0 44.4 43.0 43.5 23.6 23.3 18.9 Incr Delay (d2), s/veh 0.5 9.0 9.0 0.3 5.7 0.0 47.8 6.5 7.4 1.9 4.7 81.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 10.7 11.0 0.5 6.8 0.0 5.9 2.8 3.0 8.4 8.9 36.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.8 38.7 39.1 44.4 42.1 0.0 92.2 49.5 50.9 25.5 28.0 99.9 LnGrp LOS DDDDD FDDCCF
Approach Vol, veh/h 1343 598 A 374 2838
Approach Delay, s/veh 38.6 42.2 67.6 52.5
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.2 24.0 43.8 7.7 37.5 11.0
Change Period (Y+Rc), s 5.0 5.5 6.0 5.5 * 6.5 5.5
Max Green Setting (Gmax), s 25.0 14.8 32.7 5.0 * 34 5.5 Max Q Clear Time (g_c+I1), s 15.7 19.2 43.9 3.3 29.5 11.6 Green Ext Time (p_c), s 0.6 0.0 0.0 0.0 1.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 48.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 13: Cannon St & Taft Ave Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 10 110 10 10 10 70 1010 10 10 2700 230 Future Volume (veh/h) 150 10 110 10 10 10 70 1010 10 10 2700 230 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1700 1700 1700 1700 1700 1700 1673 1700 1700 1673 1700 Adj Flow Rate, veh/h 153 10 69 10 10 3 71 1031 10 10 2755 233 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 00000020020
Cap, veh/h 168 8 348 30 24 4 111 3359 33 74 2087 174
Arrive On Green 0.15 0.18 0.18 0.15 0.18 0.18 0.07 0.72 0.73 0.05 0.70 0.70 Sat Flow, veh/h 729 48 1408 0 139 21 1619 4666 45 1619 2965 247 Grp Volume(v), veh/h 163 0 69 23 0 0 71 673 368 10 1456 1532 Grp Sat Flow(s),veh/h/ln 776 0 1408 160 0 0 1619 1523 1665 1619 1590 1622 Q Serve(g_s), s 0.0 0.0 6.8 0.0 0.0 0.0 7.5 13.9 13.9 1.0 123.2 123.2 Cycle Q Clear(g_c), s 27.0 0.0 6.8 27.0 0.0 0.0 7.5 13.9 13.9 1.0 123.2 123.2 Prop In Lane 0.94 1.00 0.43 0.13 1.00 0.03 1.00 0.15
Lane Grp Cap(c), veh/h 160 0 348 54 0 0 111 2193 1199 74 1119 1142 V/C Ratio(X) 1.02 0.00 0.20 0.42 0.00 0.00 0.64 0.31 0.31 0.14 1.30 1.34 Avail Cap(c_a), veh/h 160 0 348 54 0 0 111 2193 1199 83 1119 1142 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 75.7 0.0 52.3 62.8 0.0 0.0 79.4 8.8 8.8 80.2 25.9 25.9 Incr Delay (d2), s/veh 76.9 0.0 0.3 5.2 0.0 0.0 9.2 0.4 0.7 0.3 141.9 159.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.8 0.0 2.5 1.0 0.0 0.0 3.4 4.4 5.0 0.4 85.1 92.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 152.5 0.0 52.6 68.0 0.0 0.0 88.6 9.2 9.5 80.5 167.8 185.8 LnGrp LOS F A D E A A F A A F F F
Approach Vol, veh/h 232 23 1112 2998
Approach Delay, s/veh 122.8 68.0 14.3 176.7
Approach LOS F E B F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.0 133.0 32.0 13.0 130.0 32.0 Change Period (Y+Rc), s 6.0 * 6 5.0 5.0 6.0 5.0
Max Green Setting (Gmax), s 5.0* 1.3E2 27.0 8.0 124.0 27.0 Max Q Clear Time (g_c+I1), s 3.0 15.9 29.0 9.5 125.2 29.0 Green Ext Time (p_c), s 0.0 2.1 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 131.9
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 14: Cannon St & Serrano Ave Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 1170 150 800 370 60 1770
Future Volume (veh/h) 1170 150 800 370 60 1770
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673
Adj Flow Rate, veh/h 1194 102 816 325 61 1806
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 2 22222
Cap, veh/h 1187 689 1498 2167 142 1800
Arrive On Green 0.38 0.40 0.47 0.47 0.09 0.57
Sat Flow, veh/h 3092 1418 3263 2496 1594 3263
Grp Volume(v), veh/h 1194 102 816 325 61 1806
Grp Sat Flow(s),veh/h/ln1546 1418 1590 1248 1594 1590
Q Serve(g_s), s 38.4 4.0 18.3 2.0 3.6 56.6
Cycle Q Clear(g_c), s 38.4 4.0 18.3 2.0 3.6 56.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1187 689 1498 2167 142 1800
V/C Ratio(X) 1.01 0.15 0.54 0.15 0.43 1.00
Avail Cap(c_a), veh/h 1187 689 1498 2167 159 1800
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.8 14.2 18.8 1.0 43.1 21.7
Incr Delay (d2), s/veh 27.5 0.0 1.4 0.1 0.8 22.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 17.8 4.3 6.4 2.1 1.4 23.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.3 14.3 20.2 1.1 43.9 43.8
LnGrp LOS F B C A D F
Approach Vol, veh/h 1296 1141 1867
Approach Delay, s/veh 54.8 14.8 43.8
Approach LOS D B D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.9 49.1 41.0 59.0
Change Period (Y+Rc), s 5.0 6.0 5.3 6.0
Max Green Setting (Gmax), s 6.0 42.0 35.7 53.0
Max Q Clear Time (g_c+I1), s 5.6 20.3 40.4 58.6
Green Ext Time (p_c), s 0.0 4.2 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
15: Cannon St & Loma St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 16.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 60 30 920 1770 60
Future Vol, veh/h 40 60 30 920 1770 60
Conflicting Peds, #/hr 0 05005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 0 00220
Mvmt Flow 41 61 31 939 1806 61
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2343 908 1872 0 - 0
Stage 1 1811 -----
Stage 2 532 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver ~ 31 282 326 - - -
Stage 1 118 -----
Stage 2 559 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 28 281 324 - - -
Mov Cap-2 Maneuver ~ 28 -----
Stage 1 106 -----
Stage 2 556 -----
Approach EB NB SB
HCM Control Delay, s$ 474.9 0.5 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 324 - 61 - -
HCM Lane V/C Ratio 0.094 - 1.673 - -
HCM Control Delay (s) 17.3 -$ 474.9 - -
HCM Lane LOS C - F - -
HCM 95th %tile Q(veh) 0.3 - 9.3 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
108: Cannon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 1090 0 0 2820
Future Vol, veh/h 0 0 1090 0 0 2820
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 01001
Mvmt Flow 0 0 1185 0 0 3065
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2718 593 0 0 1185 0
Stage 1 1185 -----
Stage 2 1533 -----
Critical Hdwy 6.25 7.1 - - 5.3 -
Critical Hdwy Stg 1 6.6 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.65 3.9 - - 3.1 -
Pot Cap-1 Maneuver 26 388 - - 324 -
Stage 1 193 -----
Stage 2 164 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 26 388 - - 324 -
Mov Cap-2 Maneuver 26 -----
Stage 1 193 -----
Stage 2 164 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 324 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
109: Cannon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 1170 2940 0
Future Vol, veh/h 0 0 0 1170 2940 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00110
Mvmt Flow 0 0 0 1272 3196 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 3705 1598 3196 0 - 0
Stage 1 3196 -----
Stage 2 509 -----
Critical Hdwy 6.25 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 6 -----
Follow-up Hdwy 3.65 3.3 2.2 - - -
Pot Cap-1 Maneuver 6 97 98 - - -
Stage 1 19 -----
Stage 2 541 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 6 97 98 - - -
Mov Cap-2 Maneuver 6 -----
Stage 1 19 -----
Stage 2 541 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 98 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
110: Cannon St Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 950 0 0 1830
Future Vol, veh/h 0 0 950 0 0 1830
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 125 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 02002
Mvmt Flow 0 0 1033 0 0 1989
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 517 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 509 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 509 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - 0 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) ----
Attachment 5
Intersection Analysis Summary
7/21/2023Report File: N:\...\03_FYNoImprovementAM.pdf
Scenario 3 Future AM Peak HourVistro File: N:\...\Villa Park_v6.vistro MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

E-0.910SB ThruICU 2SignalizedSerrano Ave & Cannon St14
F-1.064SB ThruICU 2SignalizedTaft Ave & Cannon St13
E-0.914SB RightICU 2Signalized12
E-0.955WB LeftICU 2SignalizedVilla Park Rd & Hewes St10 A-0.450WB ThruICU 2SignalizedVilla Park Rd & Lemon St9
A-0.585EB ThruICU 2SignalizedVilla Park Rd & Center Dr7 D-0.836WB ThruICU 2SignalizedVilla Park Rd & Wanda Rd1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5

0.836Volume to Capacity (v/c):

DLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 1: Villa Park Rd & Wanda Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
8200Bicycle Volume [bicycles/h]
10303Pedestrian Volume [ped/h]
160114060310980310380390200130460230Total Analysis Volume [veh/h] 402851578245789598503311558Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 160114060310980310380390200130460230Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 160114060310980310380390200130460230Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.836Intersection V/C
DIntersection LOS

0.000.340.040.050.290.090.130.230.120.170.170.14V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lag--Lead--LeadLead / Lag
2,73,61,4Auxiliary Signal Groups
225661447083Signal Group
OverlapPermissProtecteOverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteControl Type Phasing & Timing

7.00Lost time [s]
130Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.585Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 7: Villa Park Rd & Center Dr
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0103Bicycle Volume [bicycles/h]
1941Pedestrian Volume [ped/h]
50110050120111070140120506011060Total Analysis Volume [veh/h] 13275133027818353013152815Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 50110050120111070140120506011060Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 50110050120111070140120506011060Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.585Intersection V/C
AIntersection LOS

0.030.320.030.070.330.040.150.150.030.100.100.04V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lead------Lead / Lag
Auxiliary Signal Groups
061025040040Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing

6.00Lost time [s]
111Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.450Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 9: Villa Park Rd & Lemon St
Intersection Level Of Service Report
NoYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00180.00100.00115.00Entry Pocket Length [ft] 100101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
022Bicycle Volume [bicycles/h]
055Pedestrian Volume [ped/h]
110116011507040120Total Analysis Volume [veh/h]
28290288181030Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
110116011507040120Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 110116011507040120Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.450Intersection V/C
AIntersection LOS

0.060.340.340.040.050.04V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
---Lead-LagLead / Lag
Auxiliary Signal Groups
026104Signal Group
PermissivePermissivePermissiveProtectedPermissivePermissiveControl Type Phasing & Timing

5.00Lost time [s]
108Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.955Volume to Capacity (v/c):

ELevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0001Bicycle Volume [bicycles/h]
0102Pedestrian Volume [ped/h]
01060700220105000103100210Total Analysis Volume [veh/h] 026517555263000078053Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 01060700220105000103100210Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 01060700220105000103100210Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.955Intersection V/C
EIntersection LOS

0.000.310.410.130.310.000.000.000.000.180.000.12V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--------LeadLead / Lag
Auxiliary Signal Groups
061020080004Signal Group
PermissPermissProtectePermissPermissPermissSplitSplitSplitSplitPermissSplitControl Type Phasing & Timing

7.00Lost time [s]
130Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.914Volume to Capacity (v/c):

ELevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
1003Bicycle Volume [bicycles/h]
0600Pedestrian Volume [ped/h]
500560201008104001040480130040190150Total Analysis Volume [veh/h] 125140525203100260120325104838Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 500560201008104001040480130040190150Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 500560201008104001040480130040190150Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5

0.914Intersection V/C
EIntersection LOS

0.000.160.010.270.270.120.490.260.250.070.070.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lag--Lead------Lead / Lag
1,4Auxiliary Signal Groups
025061440080Signal Group
UnsignaPermissProtectePermissPermissProtecteOverlapSplitSplitSplitSplitSplitControl Type Phasing & Timing

7.00Lost time [s]
130Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

1.064Volume to Capacity (v/c):

FLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 13: Taft Ave & Cannon St
Intersection Level Of Service Report
YesYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0202Bicycle Volume [bicycles/h]
0505Pedestrian Volume [ped/h]
1010101101015023027001010101070Total Analysis Volume [veh/h] 33328338586753325318Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 1010101101015023027001010101070Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1010101101015023027001010101070Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

1.064Intersection V/C
FIntersection LOS

0.020.020.010.020.090.090.860.860.010.200.200.04V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--------Lag--LeadLead / Lag
4,5Auxiliary Signal Groups
040440061025Signal Group
PermissPermissPermissOverlapPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

9.00Lost time [s]
175Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.910Volume to Capacity (v/c):

ELevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 14: Serrano Ave & Cannon St
Intersection Level Of Service Report
YesYesNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00350.00100.00275.00150.00100.00Entry Pocket Length [ft] 010110No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
1501170177060370800Total Analysis Volume [veh/h]
382934431593200Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1501170177060370800Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1501170177060370800Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.910Intersection V/C
EIntersection LOS

0.050.340.520.040.000.24V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-Lag-Lead--Lead / Lag
1,42,4Auxiliary Signal Groups
446122Signal Group
OverlapSplitPermissiveProtectedOverlapPermissiveControl Type Phasing & Timing

5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 1: Wanda Rd & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 430 1080 250 60 1010 330 150 540 60 150 380 290 Future Volume (veh/h) 430 1080 250 60 1010 330 150 540 60 150 380 290 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 448 1125 180 62 1052 298 156 562 57 156 396 263 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 556 1467 824 146 1186 713 206 785 79 204 450 639 Arrive On Green 0.18 0.46 0.46 0.09 0.37 0.37 0.13 0.27 0.24 0.13 0.27 0.27 Sat Flow, veh/h 3092 3180 1400 1594 3180 1418 1594 2908 294 1594 1673 1400 Grp Volume(v), veh/h 448 1125 180 62 1052 298 156 307 312 156 396 263 Grp Sat Flow(s),veh/h/ln 1546 1590 1400 1594 1590 1418 1594 1590 1612 1594 1673 1400 Q Serve(g_s), s 19.5 41.3 5.5 5.1 43.4 9.7 13.2 24.4 24.6 13.2 31.7 3.6 Cycle Q Clear(g_c), s 19.5 41.3 5.5 5.1 43.4 9.7 13.2 24.4 24.6 13.2 31.7 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00
Lane Grp Cap(c), veh/h 556 1467 824 146 1186 713 206 429 435 204 450 639 V/C Ratio(X) 0.81 0.77 0.22 0.43 0.89 0.42 0.76 0.71 0.72 0.77 0.88 0.41 Avail Cap(c_a), veh/h 556 1467 824 146 1186 713 206 449 455 204 470 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.1 31.4 6.2 60.1 41.1 8.6 58.8 46.2 46.6 59.0 49.1 12.6 Incr Delay (d2), s/veh 7.9 3.9 0.6 0.7 10.0 1.8 13.4 4.2 4.3 14.4 16.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.1 16.1 2.1 2.1 18.2 2.9 6.0 10.0 10.3 6.1 15.2 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.9 35.3 6.8 60.9 51.1 10.4 72.2 50.4 50.9 73.5 65.2 12.7 LnGrp LOS E D A E D B E D D E E B
Approach Vol, veh/h 1753 1412 775 815
Approach Delay, s/veh 39.4 43.0 55.0 49.9
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 26.7 54.5 19.0 39.8 13.7 67.5 19.0 39.8 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 21.0 49.0 15.0 36.0 8.0 62.0 15.0 36.0 Max Q Clear Time (g_c+I1), s 21.5 45.4 15.2 33.7 7.1 43.3 15.2 26.6 Green Ext Time (p_c), s 0.0 1.3 0.0 0.6 0.0 2.9 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 44.8
HCM 6th LOS D
Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
2: Kathleen Ln & Trenton Ave Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1280 1420 0 0 10
Future Vol, veh/h 10 1280 1420 0 0 10
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 22000
Mvmt Flow 11 1347 1495 0 0 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1496 0 - 0 2192 749
Stage 1 - - - - 1496 -
Stage 2 - - - - 696 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 454 - - - 40 359
Stage 1 - - - - 175 -
Stage 2 - - - - 461 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 - - - 39 359
Mov Cap-2 Maneuver - - - - 39 -
Stage 1 - - - - 171 -
Stage 2 - - - - 461 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 15.3

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 454 - - - 359
HCM Lane V/C Ratio 0.023 - - - 0.029
HCM Control Delay (s) 13.1 - - - 15.3
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.1
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
3: Morrow Cir & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1270 10 10 1410 10 10
Future Vol, veh/h 1270 10 10 1410 10 10
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 100 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 00200
Mvmt Flow 1337 11 11 1484 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1349 0 2102 670
Stage 1 - - - - 1338 -
Stage 2 - - - - 764 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 517 - 46 404
Stage 1 - - - - 213 -
Stage 2 - - - - 426 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 517 - 45 404
Mov Cap-2 Maneuver - - - - 45 -
Stage 1 - - - - 213 -
Stage 2 - - - - 417 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 64.4

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 81 - - 517 -
HCM Lane V/C Ratio 0.26 - - 0.02 -
HCM Control Delay (s) 64.4 - - 12.1 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.9 - - 0.1 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
4: Villa Park Rd & Prado Woods Dr Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 20 1260 1410 10 10 10
Future Vol, veh/h 20 1260 1410 10 10 10
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 22000
Mvmt Flow 21 1326 1484 11 11 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1496 0 - 0 2190 743
Stage 1 - - - - 1485 -
Stage 2 - - - - 705 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 454 - - - 40 362
Stage 1 - - - - 178 -
Stage 2 - - - - 456 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 - - - 38 362
Mov Cap-2 Maneuver - - - - 38 -
Stage 1 - - - - 170 -
Stage 2 - - - - 456 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 78.6

HCM LOS F
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 454 - - - 69
HCM Lane V/C Ratio 0.046 - - - 0.305
HCM Control Delay (s) 13.3 - - - 78.6
HCM Lane LOS B - - - F
HCM 95th %tile Q(veh) 0.1 - - - 1.1
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
5: Villa Park Rd & Kenwick Dr Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 1260 1410 10 0 10
Future Vol, veh/h 10 1260 1410 10 0 10
Conflicting Peds, #/hr 1 00100
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 150 - - 100 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 22000
Mvmt Flow 11 1326 1484 11 0 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1496 0 - 0 2170 743
Stage 1 - - - - 1485 -
Stage 2 - - - - 685 -
Critical Hdwy 4.1 - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy 2.2 - - - 3.5 3.3
Pot Cap-1 Maneuver 454 - - - 41 362
Stage 1 - - - - 178 -
Stage 2 - - - - 467 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 - - - 40 362
Mov Cap-2 Maneuver - - - - 40 -
Stage 1 - - - - 174 -
Stage 2 - - - - 467 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 15.2

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 454 - - - 362
HCM Lane V/C Ratio 0.023 - - - 0.029
HCM Control Delay (s) 13.1 - - - 15.2
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.1 - - - 0.1
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
6: Radec Ct & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1250 10 10 1410 10 0
Future Vol, veh/h 1250 10 10 1410 10 0
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 125 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 00200
Mvmt Flow 1316 11 11 1484 11 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1328 0 2081 659
Stage 1 - - - - 1317 -
Stage 2 - - - - 764 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 527 - 47 411
Stage 1 - - - - 219 -
Stage 2 - - - - 426 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 526 - 46 411
Mov Cap-2 Maneuver - - - - 46 -
Stage 1 - - - - 219 -
Stage 2 - - - - 417 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 105.1

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 46 - - 526 -
HCM Lane V/C Ratio 0.229 - - 0.02 -
HCM Control Delay (s) 105.1 - - 12 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 7: Center Dr & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 1140 20 20 1320 90 20 40 20 50 30 80 Future Volume (veh/h) 90 1140 20 20 1320 90 20 40 20 50 30 80 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1673 1700 1700 1673 1700 1700 1700 1700 1700 1700 1700 Adj Flow Rate, veh/h 95 1200 16 21 1389 75 21 42 3 53 32 13 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 020020000000
Cap, veh/h 180 2145 951 93 1973 893 328 230 16 329 168 68 Arrive On Green 0.11 0.67 0.67 0.06 0.62 0.62 0.15 0.15 0.09 0.15 0.15 0.15 Sat Flow, veh/h 1619 3180 1409 1619 3180 1440 1383 1568 112 1383 1142 464 Grp Volume(v), veh/h 95 1200 16 21 1389 75 21 0 45 53 0 45 Grp Sat Flow(s),veh/h/ln 1619 1590 1409 1619 1590 1440 1383 0 1680 1383 0 1606 Q Serve(g_s), s 2.5 8.9 0.2 0.6 13.3 0.9 0.6 0.0 1.1 1.6 0.0 1.1 Cycle Q Clear(g_c), s 2.5 8.9 0.2 0.6 13.3 0.9 1.7 0.0 1.1 2.7 0.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.07 1.00 0.29
Lane Grp Cap(c), veh/h 180 2145 951 93 1973 893 328 0 246 329 0 236 V/C Ratio(X) 0.53 0.56 0.02 0.23 0.70 0.08 0.06 0.00 0.18 0.16 0.00 0.19 Avail Cap(c_a), veh/h 211 2749 1218 175 2678 1213 1052 0 1126 1053 0 1076 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 3.9 2.4 20.4 5.8 3.4 17.7 0.0 17.0 18.1 0.0 17.0 Incr Delay (d2), s/veh 0.9 0.2 0.0 0.5 0.5 0.0 0.1 0.0 0.5 0.3 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.8 0.0 0.2 1.9 0.1 0.2 0.0 0.4 0.5 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 4.1 2.4 20.9 6.3 3.5 17.9 0.0 17.5 18.5 0.0 17.5 LnGrp LOS B A A C AABABBAB
Approach Vol, veh/h 1311 1485 66 98
Approach Delay, s/veh 5.2 6.4 17.6 18.0
Approach LOS AABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 3.7 32.9 8.8 6.1 30.4 8.8
Change Period (Y+Rc), s 3.0 5.5 4.5 3.0 5.5 4.5
Max Green Setting (Gmax), s 3.0 36.0 28.0 4.0 35.0 28.0 Max Q Clear Time (g_c+I1), s 2.6 10.9 3.7 4.5 15.3 4.7
Green Ext Time (p_c), s 0.0 9.2 0.3 0.0 9.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
8: Park Villa Ln & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1200 10 10 1420 10 10
Future Vol, veh/h 1200 10 10 1420 10 10
Conflicting Peds, #/hr 0 11000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 100 140 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 00200
Mvmt Flow 1263 11 11 1495 11 11
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1275 0 2034 633
Stage 1 - - - - 1264 -
Stage 2 - - - - 770 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 551 - 51 427
Stage 1 - - - - 233 -
Stage 2 - - - - 423 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 550 - 50 427
Mov Cap-2 Maneuver - - - - 50 -
Stage 1 - - - - 233 -
Stage 2 - - - - 415 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 56.8

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 90 - - 550 -
HCM Lane V/C Ratio 0.234 - - 0.019 -
HCM Control Delay (s) 56.8 - - 11.7 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 9: Villa Park Rd & Lemon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 100 1110 1380 110 70 50
Future Volume (veh/h) 100 1110 1380 110 70 50
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1700 1673 1673 1700 1700 1700
Adj Flow Rate, veh/h 104 1156 1438 91 62 63
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 022000
Cap, veh/h 192 2456 2000 886 213 190
Arrive On Green 0.12 0.77 0.63 0.63 0.13 0.13
Sat Flow, veh/h 1619 3263 3263 1409 1619 1441
Grp Volume(v), veh/h 104 1156 1438 91 62 63
Grp Sat Flow(s),veh/h/ln 1619 1590 1590 1409 1619 1441
Q Serve(g_s), s 2.7 5.8 13.7 1.1 1.5 1.8
Cycle Q Clear(g_c), s 2.7 5.8 13.7 1.1 1.5 1.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 192 2456 2000 886 213 190
V/C Ratio(X) 0.54 0.47 0.72 0.10 0.29 0.33
Avail Cap(c_a), veh/h 213 3207 2710 1201 1102 981
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 18.6 1.8 5.6 3.3 17.6 17.7
Incr Delay (d2), s/veh 0.9 0.1 0.6 0.1 1.1 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 1.3 0.1 0.6 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 2.0 6.2 3.3 18.6 19.1
LnGrp LOS BAAABB
Approach Vol, veh/h 1260 1529 125
Approach Delay, s/veh 3.4 6.1 18.9
Approach LOS A A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 6.4 30.5 7.9 36.9
Change Period (Y+Rc), s 3.0 5.5 4.5 5.5
Max Green Setting (Gmax), s 4.0 35.0 28.0 42.0
Max Q Clear Time (g_c+I1), s 4.7 15.7 3.8 7.8
Green Ext Time (p_c), s 0.0 9.3 0.5 9.8
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 5
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1040 140 310 1340 150 600
Future Volume (vph) 1040 140 310 1340 150 600
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3167 1398 1583 3167 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3167 1398 1583 3167 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1095 147 326 1411 158 632
RTOR Reduction (vph) 0 19 0 0 0 555
Lane Group Flow (vph) 1095 128 326 1411 158 77
Confl. Bikes (#/hr) 3
Heavy Vehicles (%) 2% 2% 2% 2% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 70.5 70.5 33.0 109.5 11.5 11.5
Effective Green, g (s) 75.5 75.5 38.0 114.5 16.5 16.5
Actuated g/C Ratio 0.56 0.56 0.28 0.85 0.12 0.12
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1771 781 445 2686 191 171
v/s Ratio Prot c0.35 c0.21 0.45 c0.10 0.06
v/s Ratio Perm 0.09
v/c Ratio 0.62 0.16 0.73 0.53 0.83 0.45
Uniform Delay, d1 20.0 14.4 43.9 2.8 57.9 55.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.6 0.5 6.1 0.7 23.4 0.7
Delay (s) 21.7 14.9 50.0 3.5 81.3 55.7
Level of Service C B D A F E
Approach Delay (s) 20.9 12.3 60.9
Approach LOS C B E
Intersection Summary
HCM 2000 Control Delay 25.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 135.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
11: Linda Vista St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 5.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 1600 30 10 1620 20 10 0 10 10 0 20 Future Vol, veh/h 10 1600 30 10 1620 20 10 0 10 10 0 20 Conflicting Peds, #/hr 1 01101000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 115 - 100 140 - 100 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 20022000333
Mvmt Flow 11 1684 32 11 1705 21 11 0 11 11 0 21
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1727 0 0 1717 0 0 2582 3456 843 2592 3467 854 Stage 1 - ----- 1707 1707 - 1728 1728 -
Stage 2 - ----- 8 7 5 1749 - 864 1739 -
Critical Hdwy 4.14 - - 4.1 - - 7.5 6.5 6.9 7.56 6.56 6.96 Critical Hdwy Stg 1 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Critical Hdwy Stg 2 - ----- 6 . 5 5 . 5- 6.56 5.56 -
Follow-up Hdwy 2.22 - - 2.2 - - 3.5 4 3.3 3.53 4.03 3.33 Pot Cap-1 Maneuver 362 - - 374 - - 13 7 311 12 6 300
Stage 1 - ----- 9 7 1 4 8- 9 1 1 4 0-
Stage 2 - ----- 3 1 5 1 4 1- 3 1 3 1 3 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 362 - - 374 - - 12 7 311 11 6 300
Mov Cap-2 Maneuver - ----- 1 2 7- 1 1 6-
Stage 1 - ----- 9 4 1 4 3- 8 8 1 3 6-
Stage 2 - ----- 2 8 4 1 3 7- 2 9 3 1 3 4-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 $ 397.1 $ 356.1

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 23 362 - - 374 - - 31
HCM Lane V/C Ratio 0.915 0.029 - - 0.028 - - 1.019
HCM Control Delay (s) $ 397.1 15.2 - - 14.9 - -$ 356.1
HCM Lane LOS F C - - B - - F
HCM 95th %tile Q(veh) 2.7 0.1 - - 0.1 - - 3.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th Signalized Intersection Summary 12: Cannon St & Santiago Canyon Road Future PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Future Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 1042 562 77 21 1083 0 83 479 19 456 351 466 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 1078 2115 289 79 1424 285 557 22 632 663 796 Arrive On Green 0.35 0.75 0.74 0.05 0.45 0.00 0.18 0.18 0.15 0.20 0.20 0.20 Sat Flow, veh/h 3092 2805 383 1594 3180 1418 1606 3140 124 3213 3373 1409 Grp Volume(v), veh/h 1042 318 321 21 1083 0 83 244 254 456 351 466 Grp Sat Flow(s),veh/h/ln 1546 1590 1598 1594 1590 1418 1606 1602 1662 1606 1687 1409 Q Serve(g_s), s 49.7 9.2 9.4 1.9 42.8 0.0 6.7 22.2 22.3 19.9 14.0 29.5 Cycle Q Clear(g_c), s 49.7 9.2 9.4 1.9 42.8 0.0 6.7 22.2 22.3 19.9 14.0 29.5 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 1078 1199 1205 79 1424 285 284 295 632 663 796 V/C Ratio(X) 0.97 0.27 0.27 0.27 0.76 0.29 0.86 0.86 0.72 0.53 0.59 Avail Cap(c_a), veh/h 1078 1199 1205 101 1424 285 284 295 632 663 796 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 5.7 5.8 68.7 34.7 0.0 53.5 59.9 60.1 56.4 54.0 21.7 Incr Delay (d2), s/veh 19.6 0.5 0.5 0.7 3.9 0.0 0.2 21.3 21.2 3.5 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.3 2.7 2.8 0.8 16.5 0.0 2.7 10.6 11.0 8.3 5.9 10.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.6 6.2 6.3 69.3 38.5 0.0 53.7 81.2 81.2 59.9 54.4 22.4 LnGrp LOS EAAED DFFEDC
Approach Vol, veh/h 1681 1104 A 581 1273
Approach Delay, s/veh 44.3 39.1 77.3 44.7
Approach LOS D D E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 55.0 71.0 31.0 7.9 118.1 28.0
Change Period (Y+Rc), s 5.0 * 6.5 6.0 5.0 6.5 5.5
Max Green Setting (Gmax), s 50.0 * 31 25.0 5.0 74.5 22.5 Max Q Clear Time (g_c+I1), s 51.7 44.8 31.5 3.9 11.4 24.3 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 2.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 47.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 12: Cannon St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 13: Cannon St & Taft Ave Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 10 50 10 10 10 140 2840 10 10 1220 200 Future Volume (veh/h) 270 10 50 10 10 10 140 2840 10 10 1220 200 Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1700 1700 1700 1700 1700 1700 1700 1687 1700 1700 1687 1700 Adj Flow Rate, veh/h 276 10 20 10 10 3 143 2898 10 10 1245 196 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 00000010010
Cap, veh/h 225 6 521 34 28 4 203 3117 11 62 1594 249
Arrive On Green 0.22 0.24 0.24 0.22 0.24 0.24 0.13 0.66 0.66 0.08 1.00 1.00 Sat Flow, veh/h 732 27 1419 0 114 17 1619 4737 16 1619 2767 433 Grp Volume(v), veh/h 286 0 20 23 0 0 143 1877 1031 10 717 724 Grp Sat Flow(s),veh/h/ln 758 0 1419 131 0 0 1619 1535 1684 1619 1602 1597 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 12.7 80.7 81.1 0.9 0.0 0.0 Cycle Q Clear(g_c), s 32.9 0.0 0.0 32.9 0.0 0.0 12.7 80.7 81.1 0.9 0.0 0.0 Prop In Lane 0.97 1.00 0.43 0.13 1.00 0.01 1.00 0.27
Lane Grp Cap(c), veh/h 213 0 521 63 0 0 203 2020 1108 62 923 920 V/C Ratio(X) 1.34 0.00 0.04 0.36 0.00 0.00 0.70 0.93 0.93 0.16 0.78 0.79 Avail Cap(c_a), veh/h 213 0 521 63 0 0 214 2020 1108 97 923 920 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.8 0.0 30.6 47.5 0.0 0.0 62.9 22.6 22.6 67.1 0.0 0.0 Incr Delay (d2), s/veh 181.1 0.0 0.0 3.5 0.0 0.0 7.8 9.1 14.8 0.5 6.4 6.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 19.2 0.0 0.5 0.8 0.0 0.0 5.6 28.4 33.0 0.4 1.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 241.8 0.0 30.7 50.9 0.0 0.0 70.8 31.7 37.4 67.5 6.4 6.7 LnGrp LOS F A C D A A E C D E A A
Approach Vol, veh/h 306 23 3051 1451
Approach Delay, s/veh 228.0 50.9 35.5 7.0
Approach LOS F D D A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.7 105.3 38.0 21.0 91.0 38.0
Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 * 6 5.0
Max Green Setting (Gmax), s 5.0 96.0 33.0 16.0 * 85 33.0 Max Q Clear Time (g_c+I1), s 2.9 83.1 34.9 14.7 2.0 34.9 Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 3.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 14: Cannon St & Serrano Ave Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 540 80 1540 1580 80 890
Future Volume (veh/h) 540 80 1540 1580 80 890
Initial Q (Qb), veh 0 00000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1687 1687 1687 1687 1687 1687
Adj Flow Rate, veh/h 551 63 1571 1557 82 908
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 1 11111
Cap, veh/h 661 512 1880 2057 232 2364
Arrive On Green 0.21 0.21 0.98 1.00 0.14 0.74
Sat Flow, veh/h 3116 1429 3289 2516 1606 3289
Grp Volume(v), veh/h 551 63 1571 1557 82 908
Grp Sat Flow(s),veh/h/ln1558 1429 1602 1258 1606 1602
Q Serve(g_s), s 25.4 0.0 8.2 90.8 6.9 15.6
Cycle Q Clear(g_c), s 25.4 0.0 8.2 90.8 6.9 15.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 661 512 1880 2057 232 2364
V/C Ratio(X) 0.83 0.12 0.84 0.76 0.35 0.38
Avail Cap(c_a), veh/h 883 613 1880 2057 232 2364
HCM Platoon Ratio 1.00 1.00 1.67 1.67 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 56.5 32.3 0.7 0.0 57.9 7.2
Incr Delay (d2), s/veh 4.0 0.0 4.6 2.7 0.3 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 10.2 2.6 1.7 0.8 2.8 4.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.5 32.4 5.3 2.7 58.2 7.7
LnGrp LOS E C AAEA
Approach Vol, veh/h 614 3128 990
Approach Delay, s/veh 57.6 4.0 11.9
Approach LOS E A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.7 93.0 33.3 116.7
Change Period (Y+Rc), s 6.0 * 6 5.3 6.0
Max Green Setting (Gmax), s 8.0 * 87 38.7 100.0
Max Q Clear Time (g_c+I1), s 8.9 92.8 27.4 17.6
Green Ext Time (p_c), s 0.0 0.0 0.7 4.2
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th TWSC
15: Cannon St & Loma St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 2.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 30 40 1580 940 30
Future Vol, veh/h 30 30 40 1580 940 30
Conflicting Peds, #/hr 0 01001
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 200 - - 100
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 0 00110
Mvmt Flow 32 32 42 1663 989 32
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1906 496 1022 0 - 0
Stage 1 990 -----
Stage 2 916 -----
Critical Hdwy 6.8 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 62 525 687 - - -
Stage 1 325 -----
Stage 2 355 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 58 525 686 - - -
Mov Cap-2 Maneuver 58 -----
Stage 1 305 -----
Stage 2 355 -----
Approach EB NB SB
HCM Control Delay, s 82.7 0.3 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 686 - 104 - -
HCM Lane V/C Ratio 0.061 - 0.607 - -
HCM Control Delay (s) 10.6 - 82.7 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 0.2 - 2.9 - -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
108: Cannon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 2990 0 0 1280
Future Vol, veh/h 0 0 2990 0 0 1280
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 150 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 3250 0 0 1391
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 3946 1625 0 0 3250 0
Stage 1 3250 -----
Stage 2 696 -----
Critical Hdwy 6.25 7.1 - - 5.3 -
Critical Hdwy Stg 1 6.6 -----
Critical Hdwy Stg 2 5.8 -----
Follow-up Hdwy 3.65 3.9 - - 3.1 -
Pot Cap-1 Maneuver 4 80 - - 29 -
Stage 1 9 -----
Stage 2 448 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 4 80 - - 29 -
Mov Cap-2 Maneuver 4 -----
Stage 1 9 -----
Stage 2 448 -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - - 29 -
HCM Lane V/C Ratio -----
HCM Control Delay (s) - - 0 0 -
HCM Lane LOS - - A A -
HCM 95th %tile Q(veh) - - - 0 -
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
109: Cannon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 3120 1430 0
Future Vol, veh/h 0 0 0 3120 1430 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 150 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 0 3391 1554 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 2910 777 1554 0 - 0
Stage 1 1554 -----
Stage 2 1356 -----
Critical Hdwy 6.25 6.9 4.1 - - -
Critical Hdwy Stg 1 5.8 -----
Critical Hdwy Stg 2 6 -----
Follow-up Hdwy 3.65 3.3 2.2 - - -
Pot Cap-1 Maneuver 20 344 432 - - -
Stage 1 160 -----
Stage 2 189 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 20 344 432 - - -
Mov Cap-2 Maneuver 20 -----
Stage 1 160 -----
Stage 2 189 -----
Approach EB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 432 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----
Attachment 5
HCM 6th TWSC MPAH Amendment Study - Villa Park Rd
110: Cannon St Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 1620 0 0 970
Future Vol, veh/h 0 0 1620 0 0 970
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 125 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 0 1761 0 0 1054
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 881 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.9 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 294 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 294 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 0 0 0

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - 0 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) ----
Attachment 5
Intersection Analysis Summary
7/21/2023Report File: N:\...\04_FYNoImprovementPM.pdf
Scenario 4 Future PM Peak HourVistro File: N:\...\Villa Park_v6.vistro MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

B-0.696NB ThruICU 2SignalizedSerrano Ave & Cannon St14
C-0.783NB ThruICU 2SignalizedTaft Ave & Cannon St13
E-0.935WB ThruICU 2Signalized12
D-0.889WB ThruICU 2SignalizedVilla Park Rd & Hewes St10 A-0.524WB ThruICU 2SignalizedVilla Park Rd & Lemon St9
A-0.547WB ThruICU 2SignalizedVilla Park Rd & Center Dr7 C-0.774EB ThruICU 2SignalizedVilla Park Rd & Wanda Rd1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5

0.774Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 1: Villa Park Rd & Wanda Rd
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
11101Bicycle Volume [bicycles/h]
1000Pedestrian Volume [ped/h]
330101060250108043029038015060540150Total Analysis Volume [veh/h] 8325315632701087395381513538Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 330101060250108043029038015060540150Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 330101060250108043029038015060540150Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.774Intersection V/C
CIntersection LOS

0.110.300.040.060.320.130.040.220.090.180.180.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lag--Lead--Lead--LeadLead / Lag
2,73,61,4Auxiliary Signal Groups
225661447083Signal Group
OverlapPermissProtecteOverlapPermissProtecteOverlapPermissProtectePermissPermissProtecteControl Type Phasing & Timing

7.00Lost time [s]
140Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.547Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 7: Villa Park Rd & Center Dr
Intersection Level Of Service Report
YesYesYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0503Bicycle Volume [bicycles/h]
0010Pedestrian Volume [ped/h]
9013202020114090803050204020Total Analysis Volume [veh/h] 233305528523208135105Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 9013202020114090803050204020Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 9013202020114090803050204020Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.547Intersection V/C
AIntersection LOS

0.050.390.010.010.340.050.060.060.030.040.040.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lead------Lead / Lag
Auxiliary Signal Groups
061025040040Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing

6.00Lost time [s]
111Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.524Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 9: Villa Park Rd & Lemon St
Intersection Level Of Service Report
NoYesYesCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00180.00100.00115.00Entry Pocket Length [ft] 100101No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
022Bicycle Volume [bicycles/h]
011Pedestrian Volume [ped/h]
110138011101005070Total Analysis Volume [veh/h]
28345278251318Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
110138011101005070Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 110138011101005070Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.524Intersection V/C
AIntersection LOS

0.060.410.330.060.040.02V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
---Lead-LagLead / Lag
Auxiliary Signal Groups
026104Signal Group
PermissivePermissivePermissiveProtectedPermissivePermissiveControl Type Phasing & Timing

5.00Lost time [s]
108Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.889Volume to Capacity (v/c):

DLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0603Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
01340310140104000606000150Total Analysis Volume [veh/h] 033578352600020150038Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 01340310140104000606000150Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 01340310140104000606000150Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.889Intersection V/C
DIntersection LOS

0.000.390.180.080.310.000.000.000.000.350.000.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--------LeadLead / Lag
Auxiliary Signal Groups
061020080004Signal Group
PermissPermissProtectePermissPermissPermissSplitSplitSplitSplitPermissSplitControl Type Phasing & Timing

7.00Lost time [s]
140Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.935Volume to Capacity (v/c):

ELevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
1133Bicycle Volume [bicycles/h]
0101Pedestrian Volume [ped/h]
15301040208054010005302505002046080Total Analysis Volume [veh/h] 38326052013525013363125511520Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 15301040208054010005302505002046080Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 15301040208054010005302505002046080Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Intersection Level Of Service Report
Intersection 12: Santiago Canyon Rd & Cannon St
Attachment 5

0.935Intersection V/C
EIntersection LOS

0.000.310.010.180.180.290.020.070.150.140.140.05V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lead------Lead / Lag
1,4Auxiliary Signal Groups
025061440080Signal Group
UnsignaPermissProtectePermissPermissProtecteOverlapSplitSplitSplitSplitSplitControl Type Phasing & Timing

7.00Lost time [s]
140Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.783Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 13: Taft Ave & Cannon St
Intersection Level Of Service Report
YesYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0202Bicycle Volume [bicycles/h]
0101Pedestrian Volume [ped/h]
1010105010270200122010102840140Total Analysis Volume [veh/h] 33313368503053371035Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 1010105010270200122010102840140Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 1010105010270200122010102840140Base Volume Input [veh/h] Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.783Intersection V/C
CIntersection LOS

0.020.020.010.000.160.160.420.420.010.560.560.08V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--------Lead--LagLead / Lag
4,5Auxiliary Signal Groups
040440061025Signal Group
PermissPermissPermissOverlapPermissPermissPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

8.00Lost time [s]
150Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.696Volume to Capacity (v/c):

BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 14: Serrano Ave & Cannon St
Intersection Level Of Service Report
YesYesNoCrosswalk

0.000.000.00Grade [%]

30.0030.0030.00Speed [mph]

0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00350.00100.00275.00150.00100.00Entry Pocket Length [ft] 010110No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftThruLeftRightThruTurning Movement
Lane Configuration
WestboundSouthboundNorthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
805408908015801540Total Analysis Volume [veh/h]
2013522320395385Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.0000Peak Hour Factor
805408908015801540Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 805408908015801540Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.696Intersection V/C
BIntersection LOS

0.000.160.260.050.310.45V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-Lag-Lag--Lead / Lag
1,42,4Auxiliary Signal Groups
446122Signal Group
OverlapSplitPermissiveProtectedOverlapPermissiveControl Type Phasing & Timing

8.00Lost time [s]
150Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1050 220 700 1060 210 310
Future Volume (vph) 1050 220 700 1060 210 310
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3076 1354 2984 3076 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3076 1354 2984 3076 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1105 232 737 1116 221 326
RTOR Reduction (vph) 0 36 0 0 0 287
Lane Group Flow (vph) 1105 196 737 1116 221 39
Confl. Peds. (#/hr) 2 1
Confl. Bikes (#/hr) 1
Heavy Vehicles (%) 5% 5% 5% 5% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 64.5 64.5 36.2 106.7 12.5 12.5
Effective Green, g (s) 69.5 69.5 41.2 111.7 17.5 17.5
Actuated g/C Ratio 0.48 0.48 0.28 0.77 0.12 0.12
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 1474 648 847 2369 189 169
v/s Ratio Prot c0.36 c0.25 0.36 c0.14 0.03
v/s Ratio Perm 0.14
v/c Ratio 0.75 0.30 0.87 0.47 1.17 0.23
Uniform Delay, d1 30.7 23.0 49.4 6.0 63.8 57.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.5 1.2 9.7 0.7 118.5 0.3
Delay (s) 34.2 24.2 59.0 6.7 182.2 57.9
Level of Service C C E A F E
Approach Delay (s) 32.5 27.5 108.2
Approach LOS C C F
Intersection Summary
HCM 2000 Control Delay 41.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 145.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 11: Linda Vista St & Villa Park Rd Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 1250 40 10 1640 100 10 10 30 30 0 110 Future Volume (veh/h) 70 1250 40 10 1640 100 10 10 30 30 0 110 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1700 1700 1634 1634 1700 1700 1700 1660 1660 1660 Adj Flow Rate, veh/h 74 1316 42 11 1726 105 11 11 32 32 0 116 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 550055000333
Cap, veh/h 91 1847 835 110 2661 162 64 57 113 70 11 135 Arrive On Green 0.06 0.60 0.60 0.09 0.82 0.82 0.12 0.12 0.12 0.12 0.00 0.12 Sat Flow, veh/h 1556 3104 1404 1619 4298 261 167 468 924 215 90 1107 Grp Volume(v), veh/h 74 1316 42 11 1193 638 54 0 0 148 0 0 Grp Sat Flow(s),veh/h/ln 1556 1552 1404 1619 1487 1585 1559 0 0 1412 0 0 Q Serve(g_s), s 4.7 29.8 1.2 0.6 15.2 15.3 0.0 0.0 0.0 6.8 0.0 0.0 Cycle Q Clear(g_c), s 4.7 29.8 1.2 0.6 15.2 15.3 3.2 0.0 0.0 10.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.16 0.20 0.59 0.22 0.78
Lane Grp Cap(c), veh/h 91 1847 835 110 1841 982 234 0 0 216 0 0 V/C Ratio(X) 0.81 0.71 0.05 0.10 0.65 0.65 0.23 0.00 0.00 0.69 0.00 0.00 Avail Cap(c_a), veh/h 171 1847 835 110 1841 982 282 0 0 262 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.71 0.71 0.71 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 46.5 14.2 8.5 42.7 4.7 4.7 39.9 0.0 0.0 43.0 0.0 0.0 Incr Delay (d2), s/veh 15.3 2.4 0.1 0.3 1.3 2.4 0.2 0.0 0.0 3.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 9.1 0.3 0.2 2.6 3.1 1.2 0.0 0.0 3.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.8 16.6 8.6 42.9 6.0 7.1 40.1 0.0 0.0 46.5 0.0 0.0 LnGrp LOS E B A D A A D A A D A A
Approach Vol, veh/h 1432 1842 54 148
Approach Delay, s/veh 18.7 6.6 40.1 46.5
Approach LOS B A D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.3 67.0 18.7 11.9 69.4 18.7
Change Period (Y+Rc), s 7.5 * 7.5 6.5 6.0 7.5 6.5
Max Green Setting (Gmax), s 5.0 * 60 15.5 11.0 53.5 15.5 Max Q Clear Time (g_c+I1), s 2.6 31.8 5.2 6.7 17.3 12.3 Green Ext Time (p_c), s 0.0 10.4 0.1 0.0 16.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 13.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th Signalized Intersection Summary 12: Cannon St & Santiago Canyon Road Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Future Volume (veh/h) 400 810 100 20 560 500 150 190 40 1300 480 1040 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1634 1634 1634 1660 1660 1660 1673 1673 1673 1673 1673 1673 Adj Flow Rate, veh/h 412 835 95 21 577 0 155 196 23 1340 495 916 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 555333222222
Cap, veh/h 574 863 98 106 775 239 377 44 1440 757 1601
Arrive On Green 0.19 0.31 0.31 0.07 0.17 0.00 0.15 0.13 0.08 0.47 0.45 0.45 Sat Flow, veh/h 3018 2804 319 1581 4532 1407 1594 2866 332 3092 1673 2486 Grp Volume(v), veh/h 412 462 468 21 577 0 155 108 111 1340 495 916 Grp Sat Flow(s),veh/h/ln 1509 1552 1571 1581 1511 1407 1594 1590 1608 1546 1673 1243 Q Serve(g_s), s 12.8 29.4 29.4 1.3 12.1 0.0 9.2 6.3 6.5 40.9 23.0 7.0 Cycle Q Clear(g_c), s 12.8 29.4 29.4 1.3 12.1 0.0 9.2 6.3 6.5 40.9 23.0 7.0 Prop In Lane 1.00 0.20 1.00 1.00 1.00 0.21 1.00 1.00
Lane Grp Cap(c), veh/h 574 478 484 106 775 239 209 211 1440 757 1601 V/C Ratio(X) 0.72 0.97 0.97 0.20 0.74 0.65 0.51 0.53 0.93 0.65 0.57 Avail Cap(c_a), veh/h 574 478 484 150 775 349 209 211 1500 757 1601 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 34.1 34.1 44.1 39.4 0.0 40.0 40.5 41.0 25.2 21.3 2.7 Incr Delay (d2), s/veh 3.7 32.5 32.3 0.3 3.5 0.0 1.1 1.0 1.2 10.1 4.4 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 14.5 14.6 0.5 4.5 0.0 3.6 2.5 2.6 15.4 9.1 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 66.7 66.4 44.4 42.9 0.0 41.1 41.4 42.3 35.3 25.7 4.2 LnGrp LOS D E E D D DDDDCA
Approach Vol, veh/h 1342 598 A 374 2751
Approach Delay, s/veh 58.9 42.9 41.5 23.2
Approach LOS E D D C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.5 18.0 16.1 47.2 7.2 32.3 49.1 14.2 Change Period (Y+Rc), s 6.5 * 5.5 5.0 6.0 5.0 6.5 5.0 * 6 Max Green Setting (Gmax), s 15.0 * 13 18.0 33.0 5.0 21.5 46.0 * 5.5 Max Q Clear Time (g_c+I1), s 15.8 14.1 11.2 25.0 3.3 31.4 42.9 8.5 Green Ext Time (p_c), s 0.0 0.0 0.1 2.9 0.0 0.0 1.2 0.0 Intersection Summary
HCM 6th Ctrl Delay 36.4
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
Intersection Analysis Summary
7/21/2023Report File: N:\...\05_FYBAM.pdf
Scenario 17 Future AM Peak Hour - RecommendationsVistro File: N:\...\Villa Park_v6.vistro MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

C-0.768SB LeftICU 2Signalized12
A-0.495EB ThruICU 2SignalizedVilla Park Rd & Linda Vista St11 C-0.733WB ThruICU 2SignalizedVilla Park Rd & Hewes St10 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5

0.733Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0001Bicycle Volume [bicycles/h]
0102Pedestrian Volume [ped/h]
01060700220105000103100210Total Analysis Volume [veh/h] 026517555263000078053Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

0.733Intersection V/C
CIntersection LOS

0.000.310.210.130.310.000.000.000.000.180.000.12V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--------LeadLead / Lag
Auxiliary Signal Groups
061020080004Signal Group
PermissPermissProtectePermissPermissPermissSplitSplitSplitSplitPermissSplitControl Type Phasing & Timing

7.00Lost time [s]
145Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.495Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 11: Villa Park Rd & Linda Vista St
Intersection Level Of Service Report
NoNoYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket
100.00100.00140.00100.00100.00115.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 001101000000No. of Lanes in Entry Pocket

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
10016401040125070110030301010Total Analysis Volume [veh/h] 25410310313182808833Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 10016401040125070110030301010Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 10016401040125070110030301010Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.495Intersection V/C
AIntersection LOS

0.340.340.010.020.370.040.080.000.020.030.030.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lag--Lead------Lead / Lag
Auxiliary Signal Groups
061025080040Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing

5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.768Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
1003Bicycle Volume [bicycles/h]
0600Pedestrian Volume [ped/h]
500560201008104001040480130040190150Total Analysis Volume [veh/h] 125140525203100260120325104838Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

0.768Intersection V/C
CIntersection LOS

0.000.110.010.270.270.120.310.280.380.070.070.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lag--Lead--LeadLead / Lag
Auxiliary Signal Groups
025061447083Signal Group
UnsignaPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

5.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
HCM Signalized Intersection Capacity Analysis MPAH Amendment Study - Villa Park Rd 10: Hewes St & Villa Park Rd Future PM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1040 140 310 1340 150 600
Future Volume (vph) 1040 140 310 1340 150 600
Ideal Flow (vphpl) 1700 1700 1700 1700 1700 1700
Total Lost time (s) 2.5 2.5 1.0 2.5 1.5 1.5
Lane Util. Factor 0.95 1.00 0.97 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3167 1398 3072 3167 1568 1403
Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3167 1398 3072 3167 1568 1403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 1095 147 326 1411 158 632
RTOR Reduction (vph) 0 20 0 0 0 550
Lane Group Flow (vph) 1095 127 326 1411 158 82
Confl. Bikes (#/hr) 3
Heavy Vehicles (%) 2% 2% 2% 2% 3% 3%
Turn Type NA Perm Prot NA Prot Prot
Protected Phases 2 1644
Permitted Phases 2
Actuated Green, G (s) 68.4 68.4 8.0 82.4 8.6 8.6
Effective Green, g (s) 73.4 73.4 13.0 87.4 13.6 13.6
Actuated g/C Ratio 0.70 0.70 0.12 0.83 0.13 0.13
Clearance Time (s) 7.5 7.5 6.0 7.5 6.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0 2.0 2.0
Lane Grp Cap (vph) 2213 977 380 2636 203 181
v/s Ratio Prot 0.35 c0.11 c0.45 c0.10 0.06
v/s Ratio Perm 0.09
v/c Ratio 0.49 0.13 0.86 0.54 0.78 0.45
Uniform Delay, d1 7.3 5.2 45.1 2.7 44.2 42.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.3 17.1 0.8 15.6 0.7
Delay (s) 8.1 5.5 62.2 3.4 59.9 42.9
Level of Service AAEAED
Approach Delay (s) 7.8 14.5 46.3
Approach LOS A B D
Intersection Summary
HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 105.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Attachment 5
HCM 6th Signalized Intersection Summary MPAH Amendment Study - Villa Park Rd 11: Linda Vista St & Villa Park Rd Future PM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1600 30 10 1620 20 10 0 10 10 0 20 Future Volume (veh/h) 10 1600 30 10 1620 20 10 0 10 10 0 20 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1700 1700 1673 1673 1700 1700 1700 1660 1660 1660 Adj Flow Rate, veh/h 11 1684 32 11 1705 21 11 0 11 11 0 21 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 220022000333
Cap, veh/h 232 2435 1080 21 2887 36 74 12 41 58 9 51
Arrive On Green 0.15 0.77 0.77 0.03 1.00 1.00 0.05 0.00 0.05 0.05 0.00 0.05 Sat Flow, veh/h 1594 3180 1410 1619 4650 57 529 216 745 321 170 938 Grp Volume(v), veh/h 11 1684 32 11 1117 609 22 0 0 32 0 0 Grp Sat Flow(s),veh/h/ln 1594 1590 1410 1619 1523 1662 1490 0 0 1430 0 0 Q Serve(g_s), s 0.7 31.6 0.7 0.8 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 Cycle Q Clear(g_c), s 0.7 31.6 0.7 0.8 0.0 0.0 1.6 0.0 0.0 2.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.03 0.50 0.50 0.34 0.66
Lane Grp Cap(c), veh/h 232 2435 1080 21 1891 1032 125 0 0 117 0 0 V/C Ratio(X) 0.05 0.69 0.03 0.53 0.59 0.59 0.18 0.00 0.00 0.27 0.00 0.00 Avail Cap(c_a), veh/h 232 2435 1080 67 1891 1032 291 0 0 280 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.53 0.53 0.53 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 44.1 7.0 3.4 58.1 0.0 0.0 54.4 0.0 0.0 54.9 0.0 0.0 Incr Delay (d2), s/veh 0.1 1.6 0.1 10.7 0.7 1.3 0.2 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.8 0.1 0.4 0.2 0.4 0.6 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.2 8.6 3.4 68.8 0.7 1.3 54.7 0.0 0.0 55.3 0.0 0.0 LnGrp LOS D AAEAADAAEAA
Approach Vol, veh/h 1727 1737 22 32
Approach Delay, s/veh 8.8 1.4 54.7 55.3
Approach LOS A A D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.5 99.4 13.1 24.9 82.0 13.1
Change Period (Y+Rc), s 6.0 7.5 6.5 7.5 * 7.5 6.5
Max Green Setting (Gmax), s 5.0 74.5 20.5 5.0 * 75 20.5 Max Q Clear Time (g_c+I1), s 2.8 33.6 3.6 2.7 2.0 4.5
Green Ext Time (p_c), s 0.0 17.3 0.0 0.0 17.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 5.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 5
MPAH Amendment Study - Villa Park RdHCM 6th Signalized Intersection Summary 12: Cannon St & Santiago Canyon Road Future PM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Future Volume (veh/h) 1000 540 80 20 1040 1530 80 460 20 500 250 530 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1673 1673 1673 1673 1673 1687 1687 1687 1687 1687 1687 Adj Flow Rate, veh/h 1042 562 75 21 1083 0 83 479 19 521 260 492 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222111111
Cap, veh/h 1145 1595 212 93 1129 153 497 20 493 388 1552 Arrive On Green 0.37 0.57 0.56 0.06 0.25 0.00 0.09 0.16 0.12 0.16 0.23 0.23 Sat Flow, veh/h 3092 2815 375 1594 4569 1418 1606 3140 124 3116 1687 2480 Grp Volume(v), veh/h 1042 317 320 21 1083 0 83 244 254 521 260 492 Grp Sat Flow(s),veh/h/ln 1546 1590 1600 1594 1523 1418 1606 1602 1662 1558 1687 1240 Q Serve(g_s), s 38.4 12.9 13.0 1.5 28.1 0.0 5.9 18.1 18.2 19.0 16.8 11.3 Cycle Q Clear(g_c), s 38.4 12.9 13.0 1.5 28.1 0.0 5.9 18.1 18.2 19.0 16.8 11.3 Prop In Lane 1.00 0.23 1.00 1.00 1.00 0.07 1.00 1.00
Lane Grp Cap(c), veh/h 1145 901 906 93 1129 153 254 263 493 388 1552 V/C Ratio(X) 0.91 0.35 0.35 0.23 0.96 0.54 0.96 0.97 1.06 0.67 0.32 Avail Cap(c_a), veh/h 1397 901 906 126 1129 153 254 263 493 388 1552 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 14.1 14.1 53.9 44.6 0.0 51.8 50.1 50.3 50.5 42.1 10.8 Incr Delay (d2), s/veh 7.2 1.1 1.1 0.5 18.6 0.0 2.2 45.5 45.4 56.1 3.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.7 4.5 4.6 0.6 12.0 0.0 2.4 10.3 10.7 11.0 7.2 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.1 15.2 15.2 54.3 63.2 0.0 54.1 95.6 95.8 106.6 45.7 10.8 LnGrp LOS D B B D E D F F F D B
Approach Vol, veh/h 1679 1104 A 581 1273
Approach Delay, s/veh 32.5 63.0 89.8 57.1
Approach LOS C E F E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 47.2 31.8 12.0 29.0 7.5 71.5 21.0 20.0 Change Period (Y+Rc), s 5.0 * 6.5 5.0 6.0 5.0 6.5 6.0 * 5.5 Max Green Setting (Gmax), s 52.0 * 18 7.0 22.0 5.0 63.5 15.0 * 15 Max Q Clear Time (g_c+I1), s 40.4 30.1 7.9 18.8 3.5 15.0 21.0 20.2 Green Ext Time (p_c), s 1.8 0.0 0.0 0.8 0.0 2.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 53.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 5
Intersection Analysis Summary
7/21/2023Report File: N:\...\05_FYBPM.pdf
Scenario 18 Future PM Peak Hour - RecommendationVistro File: N:\...\Villa Park_v6.vistro MPAH Amendment Study - Villa Park Rd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

D-0.828EB LeftICU 2Signalized12
A-0.526EB ThruICU 2SignalizedVilla Park Rd & Linda Vista St11 C-0.791WB ThruICU 2SignalizedVilla Park Rd & Hewes St10 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Version 2022 (SP 0-2)
Generated with
Santiago Canyon Rd & Cannon St
Attachment 5

0.791Volume to Capacity (v/c):

CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 10: Villa Park Rd & Hewes St
Intersection Level Of Service Report
NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0603Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
01340310140104000606000150Total Analysis Volume [veh/h] 033578352600020150038Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

0.791Intersection V/C
CIntersection LOS

0.000.390.090.080.310.000.000.000.000.350.000.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--------LeadLead / Lag
Auxiliary Signal Groups
061020080004Signal Group
PermissPermissProtectePermissPermissPermissSplitSplitSplitSplitPermissSplitControl Type Phasing & Timing

5.00Lost time [s]
105Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.526Volume to Capacity (v/c):

ALevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

Intersection 11: Villa Park Rd & Linda Vista St
Intersection Level Of Service Report
NoNoYesYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
20162010301600102001010010Total Analysis Volume [veh/h] 5405384003503303Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor 20162010301600102001010010Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 20162010301600102001010010Base Volume Input [veh/h]
Name
Volumes
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.526Intersection V/C
AIntersection LOS

0.320.320.010.020.470.010.020.000.010.010.000.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lag------Lead / Lag
Auxiliary Signal Groups
061025080040Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissPermissPermissPermissPermissControl Type Phasing & Timing

6.00Lost time [s]
120Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5

0.828Volume to Capacity (v/c):

DLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:

ICU 2Analysis Method:

SignalizedControl Type:

NoYesNoYesCrosswalk

0.000.000.000.00Grade [%]

30.0030.0030.0030.00Speed [mph]

12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
1133Bicycle Volume [bicycles/h]
0101Pedestrian Volume [ped/h]
15301040208054010005302505002046080Total Analysis Volume [veh/h] 38326052013525013363125511520Total 15-Minute Volume [veh/h]

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor

1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor

2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]

0.828Intersection V/C
DIntersection LOS

0.000.200.010.180.180.290.160.150.150.140.140.05V/C, Movement V/C Ratio Movement, Approach, & Intersection Results
--Lead--Lead--Lag--LeadLead / Lag
Auxiliary Signal Groups
025061447083Signal Group
UnsignaPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing

6.00Lost time [s]
120Cycle Length [s]
Intersection Settings
Version 2022 (SP 0-2)
Generated with
Attachment 5
A4
Attachment D: Intersection Queueing
Analysis Worksheets
Attachment 5
MPAH Amendment Study - Villa Park RdQueues
12: Cannon St & Santiago Canyon Rd Existing AM Peak Hour Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 375 884 16 484 377 143 149 894 769 736 v/c Ratio 0.66 0.83 0.11 0.75 0.27 0.60 0.31 0.82 0.69 0.79 Control Delay 46.1 53.4 53.0 56.5 0.5 61.4 39.3 43.7 38.1 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.1 53.4 53.0 56.5 0.5 61.4 39.3 43.7 38.1 14.5 Queue Length 50th (ft) 168 395 13 200 0 113 46 409 326 161 Queue Length 95th (ft) m214 #526 35 262 0 180 77 #600 441 288 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 654 1059 206 687 1403 289 581 1095 1120 970 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.57 0.83 0.08 0.70 0.27 0.49 0.26 0.82 0.69 0.76 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Attachment 5
MPAH Amendment Study - Villa Park Rd
Existing PM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 735 447 14 1038 1539 73 343 315 324 456 v/c Ratio 0.88 0.25 0.10 0.92 1.09 0.34 0.79 0.62 0.62 0.59 Control Delay 50.7 11.3 57.8 56.4 56.3 59.7 72.4 57.4 57.1 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.7 11.3 57.8 56.4 56.3 59.7 72.4 57.4 57.1 11.1 Queue Length 50th (ft) 325 91 12 476 ~231 61 160 157 161 110 Queue Length 95th (ft) 408 189 34 #741 #495 113 #227 194 198 137 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 875 1809 193 1133 1417 217 433 746 771 791 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.84 0.25 0.07 0.92 1.09 0.34 0.79 0.42 0.42 0.58 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1105 232 737 1116 221 326
v/c Ratio 0.94 0.42 1.14 0.45 1.32 0.74
Control Delay 55.7 29.6 119.0 7.1 228.7 16.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.7 29.6 119.0 7.1 228.7 16.9
Queue Length 50th (ft) 475 106 ~810 86 ~269 0
Queue Length 95th (ft) #1009 #307 #1059 405 #441 105
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 1181 556 647 2496 167 441
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.94 0.42 1.14 0.45 1.32 0.74
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Attachment 5
MPAH Amendment Study - Villa Park Rd
Future AM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 412 938 21 577 515 155 237 911 924 1072 v/c Ratio 0.48 0.70 0.14 0.95 0.37 0.93 0.70 0.91 0.90 1.08 Control Delay 32.0 26.5 44.0 67.7 0.7 100.6 51.3 44.4 42.7 66.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.0 26.5 44.0 67.7 0.7 100.6 51.3 44.4 42.7 66.3 Queue Length 50th (ft) 111 223 13 193 0 100 71 316 318 ~361 Queue Length 95th (ft) 158 354 36 #302 0 #223 #119 #455 #455 #1009 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 850 1347 148 605 1403 166 340 1002 1030 990 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.48 0.70 0.14 0.95 0.37 0.93 0.70 0.91 0.90 1.08 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1095 147 326 1411 158 632
v/c Ratio 0.62 0.18 0.73 0.53 0.83 0.87
Control Delay 23.1 12.2 53.4 3.6 90.1 17.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.1 12.2 53.4 3.6 90.1 17.9
Queue Length 50th (ft) 329 42 259 135 137 0
Queue Length 95th (ft) 464 92 337 163 #261 #205
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 1772 799 551 2686 191 726
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.62 0.18 0.59 0.53 0.83 0.87
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Attachment 5
MPAH Amendment Study - Villa Park Rd
Future PM Peak Hour
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 1042 646 21 1083 1594 83 500 386 395 552 v/c Ratio 0.97 0.38 0.21 1.43 1.12 0.29 0.89 0.76 0.75 0.61 Control Delay 69.6 20.2 72.0 239.3 72.4 56.9 78.2 40.8 40.2 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 69.6 20.2 72.0 239.3 72.4 56.9 78.2 40.8 40.2 20.2 Queue Length 50th (ft) 517 194 20 ~770 ~359 71 253 176 180 452 Queue Length 95th (ft) #665 243 50 #909 #623 125 #350 m247 m251 593 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 1071 1719 100 760 1417 283 565 540 559 906 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.97 0.38 0.21 1.43 1.12 0.29 0.88 0.71 0.71 0.61 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future AM Peak Hour - Recommendations Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1105 232 737 1116 221 326
v/c Ratio 0.71 0.32 0.87 0.45 1.17 0.72
Control Delay 32.1 19.3 61.2 7.8 172.0 15.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.1 19.3 61.2 7.8 172.0 15.4
Queue Length 50th (ft) 368 77 339 99 ~248 0
Queue Length 95th (ft) #823 220 422 420 #420 103
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 1558 720 864 2454 189 455
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.71 0.32 0.85 0.45 1.17 0.72
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Attachment 5
MPAH Amendment Study - Villa Park Rd
Future AM Peak Hour - Recommendations
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 412 938 21 577 515 155 237 1340 495 1072 v/c Ratio 0.74 0.96 0.14 0.75 0.37 0.56 0.62 0.92 0.71 0.62 Control Delay 47.5 55.4 44.0 46.3 0.7 44.9 46.6 35.9 32.3 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.5 55.4 44.0 46.3 0.7 44.9 46.6 35.9 32.3 4.6 Queue Length 50th (ft) 128 281 13 129 0 91 71 387 259 36 Queue Length 95th (ft) 181 #500 36 171 0 149 #119 #540 #447 75 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 566 977 148 770 1403 346 385 1489 697 1734 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.73 0.96 0.14 0.75 0.37 0.45 0.62 0.90 0.71 0.62 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
Queues MPAH Amendment Study - Villa Park Rd
10: Hewes St & Villa Park Rd Future PM Peak Hour - Recommsendations Fehr & Peers Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 1095 147 326 1411 158 632
v/c Ratio 0.49 0.15 0.86 0.54 0.78 0.86
Control Delay 8.2 3.3 67.3 3.5 70.4 17.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.2 3.3 67.3 3.5 70.4 17.2
Queue Length 50th (ft) 156 16 112 108 104 0
Queue Length 95th (ft) 199 35 #188 136 #210 #191
Internal Link Dist (ft) 2348 454 338
Turn Bay Length (ft) 100 215
Base Capacity (vph) 2213 996 380 2636 203 731
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.49 0.15 0.86 0.54 0.78 0.86
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Attachment 5
MPAH Amendment Study - Villa Park Rd
Future PM Peak Hour - Recommsendations
Fehr & Peers Synchro 11 Report
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 1042 646 21 1083 1594 83 500 521 260 552 v/c Ratio 0.84 0.34 0.17 1.04 1.12 0.56 0.99 1.06 0.64 0.32 Control Delay 38.8 12.6 55.0 83.6 72.6 67.1 88.0 106.0 50.2 5.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.8 12.6 55.0 83.6 72.6 67.1 88.0 106.0 50.2 5.4 Queue Length 50th (ft) 362 107 15 ~343 ~285 62 204 ~228 187 57 Queue Length 95th (ft) 421 177 42 #488 #551 117 #321 #339 283 74 Internal Link Dist (ft) 700 272 165 561
Turn Bay Length (ft) 325 150 80 375 250
Base Capacity (vph) 1387 1880 125 1043 1417 151 505 491 407 1859 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.75 0.34 0.17 1.04 1.12 0.55 0.99 1.06 0.64 0.30 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Queues
12: Cannon St & Santiago Canyon Rd
Attachment 5
A5
Attachment E: Traffic Signal Warrants
Attachment 5
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kathleen Ln Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 1 8 0 North/South
Through 0 0 1249 1134 x East/West
Right 0 9 0 0
Total 0 10 1,257 1,134
Major Street Minor Street Warrant MetVilla Park Rd E Trenton Ave * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,391 10
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 3 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Morrow Cir Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 4 0 0 2 North/South
Through 0 0 1245 1130 x East/West
Right 7 0 5 0
Total 11 0 1,250 1,132
Major Street Minor Street Warrant MetVilla Park Rd Morrow Cir * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,382 11
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 4 14 0 North/South
Through 0 0 1238 1119 x East/West
Right 0 13 0 3
Total 0 17 1,252 1,122
Major Street Minor Street Warrant MetVilla Park Rd Prado Woods Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,374 17
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 3 4 0 North/South
Through 0 0 1238 1115 x East/West
Right 0 7 0 0
Total 0 10 1,242 1,115
Major Street Minor Street Warrant MetVilla Park Rd Kenwick Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,357 10
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 1 0 0 1 North/South
Through 0 0 1240 1115 x East/West
Right 2 0 1 0
Total 3 0 1,241 1,116
Major Street Minor Street Warrant MetVilla Park Rd Radec Ct * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,357 3
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 2 0 0 5 North/South
Through 0 0 1160 1010 x East/West
Right 2 0 6 0
Total 4 0 1,166 1,015
Major Street Minor Street Warrant MetVilla Park Rd Park Villa Ln * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,181 4
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 9 27 68 5 North/South
Through 1 0 1173 1218 x East/West
Right 21 103 39 99
Total 31 130 1,280 1,322
Major Street Minor Street Warrant MetVilla Park Rd N Linda Vista St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 2,602 130
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 28 0 34 0 x North/South
Through 678 1419 0 0 East/West
Right 0 43 45 0
Total 706 1,462 79 0
Major Street Minor Street Warrant Met Mesa Dr Cannon St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,168 79
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 0 4 0 North/South
Through 0 0 1065 1347 x East/West
Right 0 2 0 0
Total 0 2 1,069 1,347
Major Street Minor Street Warrant MetVilla Park Rd E Trenton Ave * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,416 2
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Kathleen Ln
Attachment 5
Intersection 3 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Morrow Cir Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 4 0 0 2 North/South
Through 0 0 1064 1343 x East/West
Right 1 0 1 0
Total 5 0 1,065 1,345
Major Street Minor Street Warrant MetVilla Park Rd Morrow Cir * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,410 5
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 2 18 0 North/South
Through 0 0 1047 1341 x East/West
Right 0 4 0 4
Total 0 6 1,065 1,345
Major Street Minor Street Warrant MetVilla Park Rd Prado Woods Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,410 6
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
EX
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 0 6 0 North/South
Through 0 0 1043 1337 x East/West
Right 0 8 0 3
Total 0 8 1,049 1,340
Major Street Minor Street Warrant MetVilla Park Rd Kenwick Dr * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,389 8
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 1 0 0 1 North/South
Through 0 0 1041 1339 x East/West
Right 0 0 2 0
Total 1 0 1,043 1,340
Major Street Minor Street Warrant MetVilla Park Rd Radec Ct * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,383 1
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 6 0 0 3 North/South
Through 0 0 1005 1352 x East/West
Right 2 0 5 0
Total 8 0 1,010 1,355
Major Street Minor Street Warrant MetVilla Park Rd Park Villa Ln * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,365 8
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 6 9 8 2 North/South
Through 0 0 1120 1489 x East/West
Right 6 19 22 13
Total 12 28 1,150 1,504
Major Street Minor Street Warrant MetVilla Park Rd N Linda Vista St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,654 28
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 38 0 25 0 x North/South
Through 1269 751 0 0 East/West
Right 0 29 28 0
Total 1,307 780 53 0
Major Street Minor Street Warrant Met Mesa Dr Cannon St * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,087 53
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 10 10 0 North/South
Through 0 0 1300 1310 x East/West
Right 0 10 0 0
Total 0 20 1,310 1,310
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,620 20
Major Street Minor Street Warrant MetVilla Park Rd E Trenton Ave 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1300 1300 x East/West
Right 10 0 10 0
Total 20 0 1,310 1,310
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,620 20
Major Street Minor Street Warrant MetVilla Park Rd Morrow Cir 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 10 20 0 North/South
Through 0 0 1290 1290 x East/West
Right 0 20 0 10
Total 0 30 1,310 1,300
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,610 30
Major Street Minor Street Warrant MetVilla Park Rd Prado Woods Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 10 10 0 North/South
Through 0 0 1290 1290 x East/West
Right 0 10 0 0
Total 0 20 1,300 1,290
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,590 20
Major Street Minor Street Warrant MetVilla Park Rd Kenwick Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1290 1290 x East/West
Right 10 0 10 0
Total 20 0 1,300 1,300
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,600 20
Major Street Minor Street Warrant MetVilla Park Rd Radec Ct 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1210 1190 x East/West
Right 10 0 10 0
Total 20 0 1,220 1,200
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,420 20
Major Street Minor Street Warrant MetVilla Park Rd Park Villa Ln 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 30 70 10 North/South
Through 10 0 1250 1640 x East/West
Right 30 110 40 100
Total 50 140 1,360 1,750
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 3,110 140
Major Street Minor Street Warrant MetVilla Park Rd N Linda Vista St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 30 0 40 0 x North/South
Through 920 1770 0 0 East/West
Right 0 60 60 0
Total 950 1,830 100 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 2,780 100
Major Street Minor Street Warrant Met Mesa Dr Cannon St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 2 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 0 10 0 North/South
Through 0 0 1280 1420 x East/West
Right 0 10 0 0
Total 0 10 1,290 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,710 10
Major Street Minor Street Warrant MetVilla Park Rd E Trenton Ave 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1270 1410 x East/West
Right 10 0 10 0
Total 20 0 1,280 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,700 20
Major Street Minor Street Warrant MetVilla Park Rd Morrow Cir 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 4 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Prado Woods Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 10 20 0 North/South
Through 0 0 1260 1410 x East/West
Right 0 10 0 10
Total 0 20 1,280 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,700 20
Major Street Minor Street Warrant MetVilla Park Rd Prado Woods Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 5 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Kenwick Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 0 10 0 North/South
Through 0 0 1260 1410 x East/West
Right 0 10 0 10
Total 0 10 1,270 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,690 10
Major Street Minor Street Warrant MetVilla Park Rd Kenwick Dr 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 6 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Radec Ct Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1250 1410 x East/West
Right 0 0 10 0
Total 10 0 1,260 1,420
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,680 10
Major Street Minor Street Warrant MetVilla Park Rd Radec Ct 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 8 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street Park Villa Ln Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 0 0 10 North/South
Through 0 0 1200 1420 x East/West
Right 10 0 10 0
Total 20 0 1,210 1,430
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,640 20
Major Street Minor Street Warrant MetVilla Park Rd Park Villa Ln 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 11 Project MPAH Amendment Study - Villa Park Rd Major Street Villa Park Rd Scenario Future Year (2045) Conditions Minor Street N Linda Vista St Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 10 10 10 North/South
Through 0 0 1600 1620 x East/West
Right 10 20 30 20
Total 20 30 1,640 1,650
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 3,290 30
Major Street Minor Street Warrant MetVilla Park Rd N Linda Vista St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
Intersection 15 Project MPAH Amendment Study - Villa Park Rd Major Street Loma St Scenario Future Year (2045) Conditions Minor Street Cannon St Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 40 0 30 0 x North/South
Through 1580 940 0 0 East/West
Right 0 30 30 0
Total 1,620 970 60 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,590 60
Major Street Minor Street Warrant Met Mesa Dr Cannon St 0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-3. Warrant 3, Peak Hour
* 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.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2012 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Attachment 5
A6
Attachment F: Collision Data
Attachment 5
https://tims.berkeley.edu/
2023/07/07
Crash Details for: Case ID 8717340
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 09/14/2018 15:19
Location (Intersection) Villa Park Rd & N Wanda Rd
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 33.8104591, -117.8219681
Type of Crash A - Head-On
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle Yes South B - Proceeding Straight 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck No West B - Proceeding Straight Victims: 2
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist M - Male 12 6 - Suspected Minor Injury
2 2 - Passenger M - Male 58 0 - No Injury
Attachment 5
https://tims.berkeley.edu/
2023/07/07 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8784782
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 01/09/2019 14:06
Location (Intersection) East Katella Av & Wanda Rd
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 33.8104591, -117.8219681
Type of Crash H - Other
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 4 - Injury (Complaint of Pain)
PCF Violation Category 09 - Automobile Right of Way
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 4 - Bicyclist L - Bicycle No West D - Making Right Turn 2 1 - Driver (including Hit and
Run)
D - Pickup or Panel Truck Yes West B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 1 4 - Bicyclist M - Male 84 7 - Possible Injury
Attachment 5
https://tims.berkeley.edu/
2023/07/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 8874276
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 05/14/2019 06:36
Location (Intersection) Katella Av & Wanda St
Dist. & Dir. from
Intersection
At Intersection
State Highway No
Geocoded Location 33.8104591, -117.8219681
Type of Crash D - Broadside
Motor Vehicle Involved
With
G - Bicycle
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 12 - Traffic Signals and Signs
Weather A - Clear
Alcohol Involved No
Pedestrian Accident No Bicycle Accident Yes
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes West B - Proceeding Straight 2 4 - Bicyclist L - Bicycle No North B - Proceeding Straight Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 4 - Bicyclist M - Male 16 6 - Suspected Minor Injury
Attachment 5
https://tims.berkeley.edu/
2023/07/06 TIMS - Transportation Injury Mapping System
Crash Details for: Case ID 82028363
Crash Information
Parties: 2
Map View
Street View
County Orange
City Orange
Date & Time (M/D/Y) 08/06/2022 05:30
Location (Intersection) Santiago Canyon Rd & Cannon St
Dist. & Dir. from
Intersection
225.00 ft West
State Highway No
Geocoded Location 33.8111458, -117.7961502
Type of Crash G - Vehicle/Pedestrian
Motor Vehicle Involved
With
B - Pedestrian
Crash Severity 3 - Injury (Other Visible)
PCF Violation Category 21 - Unsafe Starting or Backing
Weather A - Clear
Alcohol Involved Yes
Pedestrian Accident Yes Bicycle Accident No
Motorcycle Accident No Truck Accident No
Party
Number
Party Type Statewide Vehicle Type At
Fault
Party
Direction
Movement Preceding
Collision
1 1 - Driver (including Hit and
Run)
A - Passenger Car/Station Wagon Yes West G - Backing
2 2 - Pedestrian N - Pedestrian No East A - Stopped
Victims: 1
Party Number Victim Role Victim Gender Victim Age Victim Degree of Injury 2 3 - Pedestrian M - Male 21 6 - Suspected Minor Injury Attachment 5
A7
Attachment G: Intersection
Improvements
Attachment 5
Intersection # 10: Hewes Street and Villa Park Road No Improvements

Intersection # 10: Hewes Street and Villa Park Road with Improvements

Attachment 5

Intersection #11: Linda Vista Street and Villa Park Road No Improvements

Intersection #11: Linda Vista Street and Villa Park Road with Improvements

Attachment 5
Intersection #12: Cannon Street and Santiago Canyon Road No Improvements

Intersection #12: Cannon Street and Santiago Canyon Road with Improvements

Attachment 5

Orange City CouncilMarch 10, 2026

Orange City Council
March 10, 2026