AR 15 Attachment J - Local Mobility Analysis — Pasadena City Council, March 23, 2026

• • • • •• . . .... ,.... . . . .• ..········· ;.•., .......•• 12700.25 I Prepared by lteris, Inc.

March 28, 2025
Submitted to:

Innovating Through Informatics™

ATTACHMENT J
505 Sout
h Oak Knoll Avenue Residential
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Final Report
Iteris, Inc. | ii
TABLE OF CONTENTS
1 Introduction .................................................................................................................................................. 4

1.1 Project Description ............................................................................................................................. 4 2 Existing Transportation Network .................................................................................................................. 6 3 Proposed Project Traffic ................................................................................................................................ 8 4 Intersection Operational Analysis ............................................................................................................... 10

4.1 Analysis Methodology ....................................................................................................................... 10

4.2 Study Area, Analysis Scenarios, and Existing Volumes ..................................................................... 12

4.3 Intersection Level of Service Analysis ............................................................................................... 15 5 Street Segment Analysis .............................................................................................................................. 26

5.1 Analysis Methodology ....................................................................................................................... 26

5.2 Analysis ............................................................................................................................................. 26 6 Off‐site Queuing Analysis ............................................................................................................................ 27 7 Active Transportation Review ..................................................................................................................... 29

7.1 Inventory ........................................................................................................................................... 29

7.2 Assessment ....................................................................................................................................... 33 8 Conclusions ................................................................................................................................................. 34 Appendix A – Traffic Count Data ......................................................................................................................... 35 Appendix B – LOS Calculation Sheets .................................................................................................................. 36 Appendix C – Queuing Calculation Sheets .......................................................................................................... 41 Appendix D – Active Transportation Review Sheets ........................................................................................... 42 505 Sout
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TABLES
Table 1: Project Trip Generation ........................................................................................................................... 9 Table 2: Intersection Level of Service Definitions – HCM Methodology ............................................................ 11 Table 3: Intersection Level of Service Caps ......................................................................................................... 11 Table 4: Existing (2024) Intersection Peak Hour Level of Service ....................................................................... 15 Table 5: Existing (2024) with Project Intersection Peak Hour Level of Service ................................................... 20 Table 6: Future (2026) Baseline Intersection Peak Hour Level of Service .......................................................... 22 Table 7: Future (2026) With Project Intersection Peak Hour Level of Service .................................................... 24 Table 8: Street Segment Thresholds ................................................................................................................... 26 Table 9: Street Segment Analysis Summary ........................................................................................................ 26 Table 10: Off‐site Queue Analysis Summary ....................................................................................................... 27 Table 11: Active Transportation Impact Assessment .......................................................................................... 33

FIGURES
Figure 1 – Project Site Plan ................................................................................................................................... 5 Figure 2 – Roadway Classifications ....................................................................................................................... 7 Figure 3 – Project Location and Study Intersections ........................................................................................... 13 Figure 4 – Existing (2024) Peak Hour Intersection Volumes ............................................................................... 14 Figure 5 – Existing Intersection Configurations .................................................................................................. 16 Figure 6 – Project Trip Distribution ..................................................................................................................... 18 Figure 7 – Project Trip Assignment ..................................................................................................................... 19 Figure 8 – Existing (2024) with Project Peak Hour Intersection Volumes ........................................................... 21 Figure 9 – Future (2026) Baseline Peak Hour Intersection Volumes .................................................................. 23 Figure 10 – Future (2026) With Project Peak Hour Intersection Volumes ......................................................... 25 Figure 11 – Active Transportation Facilities ........................................................................................................ 32 505 Sout
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1 INTRODUCTION
This report summarizes the results of a local mobility analysis for the proposed residential development, hereinafter referred to as the “project”, located at 505 South Oak Knoll Avenue in the City of Pasadena. This report provides detailed information on the existing and future transportation conditions in the vicinity of the project site. Five (5) existing intersections and one (1) street segment in the vicinity of the project site wer e analyzed. Additionally, an Active Transportation Review was prepared to identify potential effects of the proposed project on the bicycle, pedestrian, and transit network. This report is prepared based on requirements within the City of Pasadena Transportation Impact Analysis Guidelines (April 2022).

1.1 Project Description
The proposed project is the construction of a four‐story multi‐family residential building for 46 dwelling units with one level of subterranean parking garage. The project site is located at 505 S Oak Knoll Avenue and 511 S Oak Knoll Avenue, with a combined lot size of 28,350 SF, which is currently vacant with no standi ng structures.

The vehicle access to the project site’s parking garage would be provided at a full access driveway on Oak Knoll Avenue, and the main pedestrian access will also be located on Oak Knoll Avenue. Figure 1 shows the project site plan.

Figure 1
Project Site Plan
Oak Knoll Ave
N

NOT TO SCALE
City of Pasadena
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2 EXISTING TRANSPORTATION NETWORK
This section describes the roadway system within the project vicinity. The existing configurations of the transportation network, within the study area, are described below:

Del Mar Boulevard, oriented in an east‐west direction, is designated as a City Connector. The roadway consists of two lanes in each direction with no median. The roadway has a posted speed limit of 35 mph. On‐street parking is sparsely provided on both sides of the street with peak hour restrictions.

California Boulevard, oriented in an east‐west direction, is designated as a City Connector. The roadway consists of two lanes in each direction with no median. The roadway has a posted speed limit of 30 mph. On‐ street parking is prohibited on both sides of the street.

El Molino Avenue, oriented in a north‐south direction, is designated as a Neighborhood Connector. The roadway consists of one lane in each direction with no median. The roadway has a posted speed limit of 25 mph. On‐street parking is provided with school hour restrictions in the northbound direction, and prohibited in the southbound direction.

Oak Knoll Avenue, oriented in a north‐south direction, is designated as an Access Roadway. The roadway consists of one lane in each direction with no median. The roadway has a posted speed limit of 25 mph. On‐ street parking is provided on both sides of the street.

Hudson Avenue, oriented in a north‐south direction, is designated as a neighborhood Connector. The roadway is a two‐lane northbound one‐way street north of California Boulevard, and a two‐lane two‐way street south of California Boulevard. The roadway has a posted speed limit of 25 mph. On‐street parking is provided on both sides of the street, except for the segment between Del Mar Boulevard and California Boulevard, where on‐ street parking is provided only on the left side of the street.

Lake Avenue, oriented in a north‐south direc
tion, is designated as a City Connector. The roadway consists of two lanes in each direction with a median in the form of either a raised median or a two‐way left turn lane.

The roadway has a posted speed limit of 25 mph. On‐street parking is provided on both sides of the street with parking meters.

Figure 2 shows the existing street network and classific ations in the study area.

Roadway Classifications
Figure 2
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Mentor Ave
Wilson Ave
California Blvd
N

NOT TO SCALE
Connector-City
Connector-Neighborhood
Access
Access-Alley
Private/Other
Legend
Project Site
1 2
3 4
5 City of Pasadena
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3 PROPOSED PROJECT TRAFFIC
This section describes the methodology used to determine project trip generation. The first step in analyzing traffic conditions with the project is to estimate the number of new trips expected to be generated by the proposed project. The proposed project consists of a residential development with 46 multi‐family residential units.

The net trip gen
eration for the proposed project was calculated based on rates published in the Institute of Transportation Engineers (ITE), Trip Generation, 11th Edition. The land use categories applied in this analysis is:
 Proposed Project
o Multifamily Housing Mid Rise (Land Use code 221 in ITE) As previously mentioned, the existing site is currently vacant with no standing structures. Thus, no trip generation credit for the existing land use was calculated to reduce the project trip generation. Table 1 summarizes the net trip generation calculation for the project. 505
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Table 1: Project Trip Generation
Land Use
(ITE Code) Size Units
Trip Generation Rates Trip Generation
AM Peak Hour PM Peak Hour
Daily
AM Peak Hour PM Peak Hour
Daily
In Out Total In Out Total In Out Total In Out Total Proposed Project
Multifamily Housing
Mid Rise (221)1 46 du 23% 77% 0.37 61% 39% 0.39 4.54 4 14 18 11 7 18 209 PROJECT NET TOTAL TRIPS 4 14 18 11 7 18 209
1 = Source: ITE Trip Generation, 11th Edition
du = dwelling units
As shown in Table 1, the proposed projec
t is forecast to generate 18 (4 ingress, 14 egress) a.m. peak hour trips, 18 (11 ingress, 7 egress) p.m. peak hour trips, and 209 daily trips.
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4 INTERSECTION OPERATIONAL ANALYSIS
This section presents the operational analysis of intersections in the vicinity of the proposed project. This section includes a discussion of analysis methodology, study area, data collection, and existing and future traffic operations.

4.1 Analysis Methodology
This section discusses the methodologies and thresholds used in the intersection operational analysis. The quality of traffic operations is characterized using the concept of level of service (LOS). Level of service is defined by a range of grades from A (best) to F (worst). At intersections, LOS “A” represents relatively free flow operating conditions with little or no del
ay. LOS “F” is characterized by extremely unstable flow conditions, severe congestion, and delays with traffic volumes at or near the intersection’s design capacity. This typically results in long vehicular queues extending from all approaches of an intersection.

Per the City’s guidelines, LOS analysis is performed using the Highway Capacity Manual (HCM) 6th Edition methodology, which uses vehicular delay criteria to determine LOS. The LOS was calculated by utilizing Synchro 11 software. Table 2 presents a brief description of each level of service letter grade. 505 Sout
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Table 2: Intersection Level of Service Definitions – HCM Methodology Level
Of
Service
Description
HCM Average
Delay (sec) ‐
Signalized
Intersections
A
Excellent operation.  All approaches to the intersection appear quite open, turning movements are easily made, and nearly all drivers find freedom of operation.
≤ 10
B
Very good operation.  Many drivers begin to feel somewhat restricted within platoons of vehicles.  This represents stable flow.  An approach to an intersection may occasionally be fully utilized and traffic queues start to form.
>10‐20
C
Good operation.  Occasionally drivers may have to wait more than 60 seconds, and back‐ups may develop behind turning vehicles.  Most drivers feel somewhat restricted.
>20‐35
D Fair operation.  Cars are sometimes required to wait more than 60 seconds during short peaks.  There are no long‐standing traffic queues.   >35‐55 E
Poor operation.  Some long‐standing vehicular queues develop on critical approaches to intersections.  Delays may be up to several minutes.
>55‐80
F
Forced flow.  Represents jammed conditions.  Backups from locations downstream or on the cross street may restrict or prevent movement of vehicles out of the intersection approach lanes; therefore, volumes carried are not predictable.  Potential for stop and go type traffic flow. >80

4.1.1 Intersection Thresholds of Significance/Caps
After the performance measures are calculated, the values are compared to the City’s thresholds/caps for intersection LOS, which are shown in Table 3.

Table 3: Intersection Level of Service Caps
Study Intersections Existing with Project
LOS Cap
Citywide D
Transit Oriented District (TOD) E
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4.2 Study Area, Analysis Scenarios, and Existing Volumes The study area for analysis includes the following five (5) intersections in the vicinity of the project site:

1. El Molino Avenue/Del Mar Boulevard;

2. El Molino Avenue/California Boulevard;

3. Oak Knoll Avenue/Del Mar Boulevard;

4. Lake Avenue/Del Mar Boulevard; and,

5. Lake Avenue/California Boulevard.

The project site location and study intersections are illustrated in Figure 3.

Traffic operatio
ns were evaluated for each of the following scenarios during the weekday morning (7:00 – 9:00 a.m.) and evening (4:00 – 6:00 p.m.) peak periods during typical weekday conditions (during the school year):
 Existing (2024) Conditions;
 Existing (2024) with Project Conditions;
 Future (2026) Baseline Cond
itions; and
 Future (2026) with Project Conditions.

4.2.1 Existing Traffic Volumes
Existing traffic counts at study intersections were collected in December 2024 on a typical weekday, with local schools in session. All counts were conducted during the a.m. peak period (7:00 – 9:00 a.m.) and evening peak period (4:00 – 6:00 p.m.). The traffic impact analysis is based on the highest single hour of traffic during each time period at each location
. Detailed vehicle turning movement data is included in Appendix A. Figure 4 illustrates the existing peak hour volumes at the study intersections.

Figure 3
Project Location and Study Intersections
N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Mentor Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
1 2
3 4
5 City of Pasadena
505 South Oak Knoll Avenue Residential
Local Mobility Analysis

Figure 4
Existing (2024) Peak Hour Intersection Volumes
N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
AM/PM Peak Hour Volume##/##
1 2
3 4
5 54/41
39/28
52/29
102/96
164/122
232/193
292/216
33/17
576/432
543/335
106/73
90/67
20/37
65/125
69/79
26/38
28/43
40/59
227/160
205/334
68/284
103/407
101/67
444/558
313/453
26/32
25/78
28/28
90/134
91/95
32/49 30/38 11/28 159/131 141/139
561/857 645/802 620/928 479/791 365/544
54/108 0/2 64/31 111/230 97/154
41/44
56/52
19/12 91/143 44/81
754/934
786/724
728/1024 702/618 551/505
42/114 92/36 72/101 64/94

1. El Molino Avenue &
Del Mar Boulevard

2. El Molino Avenue &
California Boulevard

3. Oak Knoll Avenue &
Del Mar Boulevard

4. Lake Avenue &
Del Mar Boulevard

5. Lake Avenue &
California Boulevard
City of Pasadena
505 South Oak Knoll Avenue Residential
Local Mobility Analysis

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4.3 Intersection Level of Service Analysis
This section includes the LOS analysis of the study intersections in existing and future year conditions. Figure 5 shows the existing intersection lane configurations.

4.3.1 Existing Conditions
Existing intersection operations were evaluated during the a.m. and p.m. peak hours at study intersections using HCM 6th methodology. Per City of Pasadena DOT guidelines, the following Synchro model inputs for saturation flow rates and peak hour factors were included in the analysis:

Saturation Flow Rates:
 1,800 vehicles per hour per lane (vphpl) for exclusive through and right‐turn lanes, and shared thru/right‐turn or left‐turn lanes
 1,700 vphpl for exclusive left‐turn lanes
 1,600 for exclusive dual left‐turn lanes
Peak Hour Factors:
 Utilization for PHF is based on the traffic volumes for the entire intersection as a whole, using the traffic volumes collected in the field.

Table 4 summarizes the existing LOS at the study intersections. LOS calculation sheets are provided in Appendix B.

Table 4: Existing (2024) Intersection Peak Hour Level of Service Intersection Control Type
AM Peak Hour PM Peak Hour
Delay (s) LOS Delay (s) LOS
1 El Molino Ave/Del Mar Blvd Signalized 10.1 B 11.0 B 2 El Molino Ave/California Blvd Signalized 10.6 B 12.8 B 3 Oak Knoll Ave/Del Mar Blvd* Signalized 12.2 B 12.2 B 4 Lake Ave/Del Mar Blvd Signalized 26.5 C 25.7 C
5 Lake Ave/California Blvd Signalized 24.2 C 36.7 D Notes:
s = seconds, LOS = Level of Service.
* HCM 6th methodology is not applicable due to non‐NEMA phasing sequence. HCM 2000 delay presented.

As shown in Table
4, all study intersections currently operate at LOS D or better during both a.m. and p.m. peak hours. The Lake Avenue/California Boulevard intersection experiences the highest delays, with LOS C during the a.m. peak hour and LOS D during the p.m. peak hour under the existing conditions.

Figure 5
Existing Intersection Lane Configurations
N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
Signalized Intersection
1 2
3 4
5 1. El Molino Avenue &
Del Mar Boulevard

3. Oak Knoll Avenue &
Del Mar Boulevard

4. Lake Avenue &
Del Mar Boulevard

5. Lake Avenue &
California Boulevard

2. El Molino Avenue &
California Boulevard
* AM & PM Peak Hour
Westbound Left Turn Prohibited
*
City of Pasadena
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4.3.2 Existing with Project Conditions
This section presents the analysis of existing with project conditions. Existing with project conditions were developed by adding trips forecast to be generated by the proposed project to existing volumes.

As a first step, trip distribution assumptions were developed to determine the origin and destination of new vehicle trips associated with the proposed project. Project trip distribution is based on the land use, the circulation ne
twork in the vicinity of the project, and project access locations, and was derived by utilizing the City of Pasadena Travel Demand Model (via a select zone model run). The general project trip di stribution is shown in Figure 6.

As a second step, the new trips generated by the project, as shown in Table 1, were then assigned to the surrounding roadway system based on the distribution pattern to estimate the project‐related peak‐hour traffic at each of the study intersections. Figure 7 illustrates the proposed project trip assignment onto the roadway network during the a.m. and p.m. peak hours.

Figure 6
Project Trip Distribution
N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Mentor Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
Trip Distribution##%
1 2
3 4
5 15%
5%
10%
15%
15%
10%
10%
20%
City of Pasadena
505 South Oak Knoll Avenue Residential
Local Mobility Analysis

Figure 7
Project Trip Assignment
N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
AM/PM Peak Hour Volume##/##
Project Driveway
*All turning movements are rounded up, and trip assignments may exceed trip generation. 1 2
3 4
5 4/2
1/1
5/3
1/3
1/1
1/2
3/21/2 1/2 2/1 2/11/3
2/1
3/2 3/2 1/2 1/22/4

1. El Molino Avenue &
Del Mar Boulevard

2. El Molino Avenue &
California Boulevard

3. Oak Knoll Avenue &
Del Mar Boulevard

4. Lake Avenue &
Del Mar Boulevard

5. Lake Avenue &
California Boulevard
Project Driveway Access*
California Blvd
9/5
6/3
2/5
3/7
City of Pasadena
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Existing with project traffic volumes are illustrated in Figure 8. Existing with project levels of service at the study intersections are summarized in Table 5. Level of service calculation worksheets are included in Appendix B.

Table 5: Existing (2024) with Project Intersection Peak Hour Level of Service Intersection
Existing (2024) Conditions Existing (2024) with Project Conditions
Exceeds
LOS
Cap?
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
Delay
(s) LOS Delay
(s) LOS Delay
(s) LOS Delay
(s) LOS
1 El Molino Ave/Del Mar Blvd 10.1 B 11.0 B 10.1 B 11.1 B No 2 El Molino Ave/California Blvd 10.6 B 12.8 B 10.7 B 12.8 B No 3 Oak Knoll Ave/Del Mar Blvd* 12.2 B 12.2 B 12.4 B 12.4 B No 4 Lake Ave/Del Mar Blvd 26.5 C 25.7 C 26.5 C 25.8 C No 5 Lake Ave/California Blvd 24.2 C 36.7 D 24.3 C 36.8 D No Notes:
s = seconds, LOS = Level of Service.
* HCM 2000 delay results due to non‐NEMA phasing sequence As shown in Table 5, the study intersections would ex perience marginal or no increases in delays with the
proposed project. All intersections would continue to operate at LOS D or better during both a.m. and p.m. peak hours under the existing with project conditions, and the LOS cap would not be exceeded as a result of the proposed project.

Figure 8
Existing (2024) with Project Peak Hour Intersection Volumes N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
AM/PM Peak Hour Volume##/##
1 2
3 4
5 54/41
39/28
56/31
102/96
164/122
232/193
292/216
34/18
576/432
543/335
106/73
90/67
25/40
65/125
69/79
26/38
28/43
40/59
228/163
205/334
68/284
103/407
102/68
444/558
313/453
27/34
25/78
28/28
90/134
91/95
32/49 30/38 11/28 162/133 141/139
562/859 646/804 620/928 481/792 367/545
54/108 0/2 65/34 111/230 97/154
43/45 56/52 19/12 91/143 44/81
757/936 789/726 728/1024 703/620 552/507
42/114 94/40 72/101 64/94

1. El Molino Avenue &
Del Mar Boulevard

2. El Molino Avenue &
California Boulevard

3. Oak Knoll Avenue &
Del Mar Boulevard

4. Lake Avenue &
Del Mar Boulevard

5. Lake Avenue &
California Boulevard
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4.3.3 Future Baseli
ne Conditions
This section presents the analysis of future baseline conditions (without the proposed project), evaluating the study area in the project’s opening year of 2026. Future baseline conditions traffic volumes were developed by utilizing the City of Pasadena Travel Demand Model to evaluate projected growth in traffic within the study area. Based on a review of the roadway links in the study area within the model’s base year an d future year
scenarios, the following growth rates were applied to existing volumes to derive future baseline (2026) volumes:
 1.0% annual growth rate in a.m. and p.m. peak hours.

Future baseline traffic volumes are illustrated in Figure 9. Table 6 summarizes the future baseline LOS at the
study intersections. LOS calculation sheets are provided in Appendix B.

Table 6: Future (2026) Baseline Intersection Peak Hour Level of Service Intersection Control Type
AM Peak Hour PM Peak Hour
Delay (s) LOS Delay (s) LOS
1 El Molino Ave/Del Mar Blvd Signalized 10.3 B 11.5 B 2 El Molino Ave/California Blvd Signalized 10.9 B 13.7 B 3 Oak Knoll Ave/Del Mar Blvd* Signalized 12.5 B 13.0 B 4 Lake Ave/Del Mar Blvd Signalized 27.2 C 26.3 C
5 Lake Ave/California Blvd Signalized 25.4 C 38.5 D Notes:
s = seconds, LOS = Level of Service.

As shown in Table
6, all study intersections would operate at LOS D or better during both a.m. and p.m. peak hours in the future baseline conditions. The Lake Avenue/California Boulevard intersection would experience the highest delays, with LOS C during the a.m. peak hour and LOS D during the p.m. peak hour.

Figure 9
Future (2026) Baseline Peak Hour Intersection Volumes
N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
AM/PM Peak Hour Volume##/##
1 2
3 4
5 56/42
40/29
54/30
105/98
168/125
237/197
298/221
34/18
588/441
554/342
109/75
92/69
21/38
67/128
71/81
27/39
29/44
41/61
232/164
210/341
70/290
106/416
104/69
453/570
320/463
27/33
26/80
29/29
92/137
93/97
33/50 31/39 12/29 163/134 144/142
573/875 658/819 633/947 489/807 373/555
56/111 0/3 66/32 114/235 99/158
42/45
58/54
20/13 93/146 45/83
770/953
802/739
743/1045 717/631 563/516
43/117 94/37 74/104 66/96

1. El Molino Avenue &
Del Mar Boulevard

2. El Molino Avenue &
California Boulevard

3. Oak Knoll Avenue &
Del Mar Boulevard

4. Lake Avenue &
Del Mar Boulevard

5. Lake Avenue &
California Boulevard
City of Pasadena
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4.3.4 Future With Project Conditions
This section presents the analysis of future with project conditions. Future with project conditions traffic volumes were developed by adding trips forecast to be generated by the project to future baseline conditions volumes. Future with project traffic volumes are illustrated in Figure 10.

Future with project levels of service at the study inte rsections are summarized in Table 7. Level of service calculation worksheets are included in Appendix B.

Table 7: Future (2026) With Project Intersection Peak Hour Level of Service Intersection
Future (2026) Baseline
Conditions
Future (2026) With Project
Conditions
Exceeds
LOS
Cap?
AM
Peak Hour
PM
Peak Hour
AM
Peak Hour
PM
Peak Hour
Delay
(s) LOS Delay
(s) LOS Delay
(s) LOS Delay
(s) LOS
1 El Molino Ave/Del Mar Blvd 10.3 B 11.5 B 10.4 B 11.6 B No 2 El Molino Ave/California Blvd 10.9 B 13.7 B 10.9 B 13.7 B No 3 Oak Knoll Ave/Del Mar Blvd* 12.5 B 13.0 B 12.5 B 13.1 B No 4 Lake Ave/Del Mar Blvd 27.2 C 26.3 C 27.2 C 26.4 C No 5 Lake Ave/California Blvd 25.4 C 38.5 D 25.4 C 38.6 D No Notes:
s = seconds, LOS = Level of Service.

As shown in Table 7, the s
tudy intersections would experience marginal or no increases in delays with the proposed project. All intersections would continue to operate at LOS D or better during both a.m. and p.m. peak hours under the future with project conditions, and the LOS cap would not be exceeded as a result of the proposed project.

Figure 10
Future (2026) with Project Peak Hour Intersection Volumes N

NOT TO SCALE
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Wilson Ave
California Blvd
Study Intersections
Project Site
Legend
#
AM/PM Peak Hour Volume##/##
1 2
3 4
5 56/42
40/29
58/32
105/98
168/125
237/197
298/221
35/19
588/441
554/342
109/75
92/69
26/41
67/128
71/81
27/39
29/44
41/61
233/167
210/341
70/290
106/416
105/70
453/570
320/463
28/35
26/80
29/29
92/137
93/97
33/50 31/39 12/29 166/136 144/142
574/877 659/821 633/947 491/808 375/556
56/111 0/3 67/35 114/235 99/158
44/46
58/54
20/13 93/146 45/83
773/955
805/741
743/1045 718/633 564/518
43/117 96/41 74/104 66/96

1. El Molino Avenue &
Del Mar Boulevard

2. El Molino Avenue &
California Boulevard

3. Oak Knoll Avenue &
Del Mar Boulevard

4. Lake Avenue &
Del Mar Boulevard

5. Lake Avenue &
California Boulevard
City of Pasadena
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Local Mobility Analysis

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5 STREET SEGMENT ANALYSIS
This section presents the evaluation of street segments in the vicinity of the proposed project site.

5.1 Analysis Methodology
The project site will be accessed via Oak Knoll Avenue, which is designated as an access roadway. A street segment analysis was conducted to measure the project‐related vehicular increase in Average Daily Traffic (ADT) as compared to the existing ADT of the roadway. In order to determine whether there would be any potential
significant volume increases along residential neighborhood street segments by the addition of project traffic, the calculation below is applied:

Percent of Increase = net new project trips/existing daily traffic Using the percentage of increase calculated from the formula above or the project‐related increase in trips, the project’s traffic impact is analyzed based on the impa ct thresholds listed in Table 8.

Table 8: Street Segment Thresholds
Existing ADT Project‐Related Vehicular Increase in ADT 0 to 1,500 daily trips 150 trips or more
1,501 to 3,499 daily trips 10 percent or more of final project ADT 3,500 or more 8 percent or more of final project ADT

5.2 Analysis
One (1) Oak Knoll Avenue segment was analyzed to determine whether the project‐related increase in ADT exceeds the residential neighborhood intrusion criteria along Access or Neighborhood Connector streets. The street segment evaluated was:
 Oak Knoll Avenue north of Del Mar Boulevard.

The analysis is summarized in Table 9. Existing ADT counts were collected by a count firm on a typi cal weekday in December 2024 (same day as the intersection counts). Using the daily trip generation number and the project trip distribution, a daily project trip assignment volume was calculated for the segment.

Table 9: Street Segment Analysis Summary
Segment Existing ADT
Daily Project
Trip
Assignment
Vehicular
Increase Impact?
Oak Knoll Avenue north of Del Mar Boulevard 2,565 11 0.4% No As shown, the project is not anticipated to generate more daily trips than the existing land use in the study
segment of Oak Knoll Avenue. Thus, the segment is not forecast to be impacted by the proposed project. 505 Sout
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6 OFF‐SITE QUEUING ANALYSIS
The exclusive turn lane movements at the study intersections were evaluated to determine if adequate storage would be provided with the addition of project‐related trips. Table 10 summarizes the 95th percentile queue lengths for future year without and with project conditions. The calculated 95th percentile queue lengths are rounded up to the nearest ten feet. Queue output sheets are provided in Appendix C.

Table 10: Off‐site Queue Analysis Summary
Intersection Movement Storage
Length (ft)
Future (2026) Baseline
Conditions
Future (2026) With
Project Conditions
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour

1. El Molino Ave/Del Mar Blvd
Eastbound Left‐turn 70 30 40 30 40
Westbound Left‐turn 70 30 130* 30 130*

2. El Molino Ave/California Blvd
Eastbound Left‐turn 100 30 40 30 40
Southbound Right‐turn 40 10 20 10 20

3. Oak Knoll Ave/Del Mar Blvd
Eastbound Left‐turn 70 20 30 20 30
Westbound Left‐turn 110 80 40 80 40

4. Lake Ave/Del Mar Blvd
Eastbound Left‐turn 80 120* 80 130* 80
Eastbound Right‐turn 200 40 50 40 50
Westbound Left‐turn 90 50 60 50 60
Westbound Right‐turn 130 20 40 20 40
Northbound Left‐turn 100 70 70 70 70
Southbound Left‐turn 120 60 90 60 90
Southbound Right‐turn 90 60 60 60 60

5. Lake Ave/California Blvd
Eastbound Left‐turn 190 190 170 190 170
Eastbound Right‐turn 370** 30 50 30 50
Westbound Left‐turn 100 90 140* 90 140*
Northbound Left‐turn 140 210* 180* 210* 180*
Southbound Left‐turn 150 130 100 130 100
Southbound Right‐turn 340** 90 160 90 160
* 95th percentile queue lengths at the exclusive turning movements are forecast to exceed the available storage lengths.
**Trap lane. The distance to the adjacent intersection is presented.

As shown in Table 10
, 95th percentile queues are expected to exceed the current exclusive turn lane pocket lengths in both future baseline and future with project conditions at multiple study intersections. While turn 505 Sout
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lane pocket lengths are exceeded at these locations, the project is not expected to generate additional trips in these lanes, except at one location. Furthermore, the project would not cause any turn lanes under capacity in the future baseline conditions to exceed their capacity. The following provides detailed information of the project’s effects where capacity is forecast to be ex
ceeded:
 El Molino Avenue/Del Mar Boulevard
o Westbound left‐turn pocket during the p.m. peak hour. The proposed project is forecast to add no trips to this turning movement during the a.m. peak hour.  Lake Avenue/Del Mar Boulevard
o Eastbound left‐turn pocket during the a. m. peak hour. The proposed project is forecast to add 3 trips to this turning movement during the a.m. peak hour. The 95th percentile queue length would increase by approximately 10 feet as a result of the project.  Lake Avenue/California Boulevard
o Westbound left‐turn pocket during the p.m. peak hour. The proposed project is forecast to add no trips to this turning movement during the p.m. peak hour. o Northbound left‐turn pocket during the a.m. peak hour and p.m. peak hour. The proposed project is forecast to add no trips to this turning movement during both a.m. and p.m. peak
hours.
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7 ACTIVE TRANSPORTATION REVIEW
This section presents an Active Transportation Review, for the purpose of determining the proposed project’s effect on the pedestrian, bicycle, and transit network in the vicinity of the site. The review focuses on whether the project would result in a negative effect through removal or degradation of existing facilities, or by adding demand to substandard or inadequate facilities. Iteris staff conducte d a thorough field survey of the project
site area to develop an inventory of facilities. Following the inventory collection, the project’s potential negative effects were evaluated based on the City of Pasadena’s latest Transportation Impact Analysis Guidelines.

7.1 Inventory
As mentioned, a field survey of the area was performed to collect the appropriate data. The survey included the collection of all pedestrian, bicycle, and transit facilities within a 0.25‐mile radius of the project boundary.

The 0.25‐mile radius includes grids of roadway segments consisting of Del Mar Boulevard, San Pasqual Street, California Boul
evard, Oakland Avenue, Madison Avenue, El Molino Avenue, Oak Knoll Avenue, Hudson Avenue, and Lake Avenue. The survey was performed for each crossing intersection and each segment between the crossing intersections within the 0.25‐mile radius. A detailed list of items observed by the field survey is as follows
:
 Intersection Inventory
o Pedestrian curb ramps and ADA features: ramp type, truncated dome, sufficient landing space, other obstructions
o Curb extension and bulb‐outs
o Crosswalk Features: signalized, type, color, raised, advanced stop line, midblock median (pedestrian refuge island)
o Pedestrian Assistance Features (for signalized intersections): push button, audible pede strian signals (APS), pedestrian countdown signal, leading pedestrian interval (LPI).  Segment Inventory
o Pedestrian: unobstructed and full widths of sidewalks o Bicycle: bikeway types, bike lane width, bicycle parking, bike share lots o Transit: number of stops, transit lines, transit shelter at stops, benches at stops o Miscellaneous: number of trash cans, other active transportation facilities Figure 11 summarizes key results of the field survey. The detailed field survey inventory sheet is provided in Appendix D. The list below provides a general
summary description of the intersection inventory and segment inventory within the 0.25‐mile radius of the project.
 Signalized Intersections – Eight signalized intersections were surveyed:
o Del Mar Boul
evard/El Molino Avenue intersection includes diagonal curb ramps, truncated domes, sufficient landing spaces, and no obstructions in all four corners. Ladder crosswalks have yellow markings with advanced stop lines on all four legs. Push buttons and countdown signals exist to assist pedestrians crossing
.
o Del Mar Boulevard/Oak Knoll Avenue intersection includes diagonal curb ramps, truncated domes, sufficient landing spaces, and no obstructions in all four corners. Ladder crosswalks 505 Sout
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have yellow markings with advanced stop lines on all four legs. Push buttons, countdown signals, audible pedestrian signals, and leading pedestrian intervals exist to assist pedestrians crossing.
o Del Mar Boulevard/Hudson Avenue intersection includes diagonal curb ramps, truncated domes, sufficient landing spaces, and no obstructions in all four corners. Ladder crosswalks have yellow markings on all four legs, with advanced sto p lines on the east, west and south
legs only. Push buttons and countdown signals exist to assist pedestrians crossing. o San Pasqual Street/Lake Avenue intersection includes diagonal curb ramps in the northeast and southeast corners and a perpendicular curb ramp in the northwest corner. All th ree corners provide sufficient landing spaces and no obstructions. Parallel crosswalks have white markings with advanced stop lines on the north and east legs. Push buttons, countdown signals, audible pedestrian signals, and leading pedestrian intervals exist to assist pedestrians crossing.
o California Boulevard/El Molino Avenue intersection includes diagonal curb ramps, truncated domes, sufficient landing spaces, and no obstructions in all four corners, with curb extension
in the southwest corner only. Parallel crosswalks have white markings with advanced stop lines on all four legs. Push buttons and countdown signals exist to assist pedestrians crossing. o California Boulevard/Hudson Avenue intersection includes diagona l curb ramps, truncated domes, sufficient landing spaces, and no obstructions in all four corners. Parallel crosswalks have white markings on all four legs, with advanced stop lines on the east, west and south legs only. Push buttons and countdown signals exist to assist pedestrians crossing. o California Boulevard/Lake Avenue inter section includes diagonal curb ramps, truncated domes, sufficient landing spaces, and no obstructions in all four corners. Parallel crosswalks have white markings with advanced stop lines on all four legs. Push buttons, countdown signals, and audible pedestrian signals exist to assist pedestrians crossing. o Granite Drive/Lake Avenue intersection includes perpendicular curb ramps in the north east and southwest corners and a diagonal curb ramp in the southeast corner. All three corners provide sufficient landing spaces and no obstructions. Continental crosswalks have white markings with advanced stop lines on the east and south legs. Push buttons, countdown signals and audible pedestrian signals exist to assist pedestrians crossing.  Del Mar Boul
evard segment generally consists of 9 to 10‐foot sidewalks with an unobstructed width of 4 to 5 feet on both sides of the roadway. This roadway provides connections to the Class III bike route along Lake Avenue. Multiple bus lines from Pasadena Transit and Metro travel on Del Mar Boulevard. Bus stops generally have
amenities such as benches.
 San Pasqual Street segment generally consists of 4 to 15‐foot sidewalks with an unobstructed width of 4 to 11 feet on both sides of the roadway. This roadway provides connections to the Class III bike route along Lake Avenue. No transit routes travel along San Pasqual Street in the study area.
 California Boulevard segment generally consists of 9 to 10‐foot sidewalks with an unobstructed width of 5 to 9 feet on both sides of the roadway. This roadway is classified as a Class III bike route in both directions and provides connections to the Class III
bike route along Lake Avenue. Multiple bus lines
from Pasadena Transit travel on California Boulevard. Bus stops generally have amenities such as benches.
 Oakland Avenue segment generally consists of 11 to 12‐foot sidewalks with an unobstructed width of 6 feet on both sides of the roadway. This roadway provides connections to the Class III bike route along California Boulevard. No transit routes travel along Oakland Avenue in the study area. 505 Sout
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 Madison Avenue segment generally consists of 11 to 12‐foot sidewalks with an unobstructed width of 4 to 6 feet on both sides of the roadway. This roadway provides connections to the Class III bike route along California Boulevard. No transit routes travel along Madison Avenue in the study area.  El Molino Avenue segment generally cons
ists of 12 to 15‐foot sidewalks with an unobstructed width of 5 to 7 feet on both sides of the roadway. This roadway provides connections to the Class III bike route along California Boulevard. No transit routes travel along El Molino Avenue in the study area.  Oak Knoll Avenue segment generally
consists of 10 to 11‐foot sidewalks with an unobstructed width of 4 to 5 feet on both sides of the roadway. This roadway provides connections to the Class III bike route along California Boulevard. No transit routes travel along Oak Knoll Avenue in the study area.  Hudson
Avenue segment generally consists of 12 to 14‐foot sidewalks with an unobstructed width of 4 to 5 feet on both sides of the roadway. This roadway provides connections to the Class III bike route along California Boulevard. No transit routes travel along Hudson Avenue in the study area.  Lake Avenue segment generally consists of 14 to 15‐foot sidewalks with an unobstructed width of 6 to
9 feet on both sides of the roadway. This roadway is classified as a Class III bike route in both directions and provides connections to the Class III bike route alon g California Boulevard. Multiple bus lines from Pasadena Transit travel on Lake Avenue. Bus stops generally have amenities such as benches and trash cans.

Figure 11
Active Transportation Facilities
N

NOT TO SCALE
Project Site
Legend
Bus Stop
Unused Bus Stop
Trash Can
Bicycle Rack
Bicycle Route (Class III)
Los Robles Ave
Del Mar Blvd
El Molino Ave
Oak Knoll Ave
Hudson Ave
Lake Ave
Mentor Ave
Wilson Ave
California Blvd
San Pasqual St
City of Pasadena
505 South Oak Knoll Avenue Residential
Local Mobility Analysis

505 Sout
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Iteris, Inc. | 33

7.2 Assessment
Per the City’s guidelines, a development project would result in a negative effect on the active transportation network if it resulted in the removal or degradation of existing infrastructure which supports pedestrian, bicycle, and transit travel modes. In addition, a development project would also have a negative effect on the transportation network if it resulted in increased pedestrian or bicycle demand for facilities which are missing, damaged, or not designed to current standards. Given these criteria, the assessment of the project’s impacts is shown in Table 11.

Table 11: Active Transportation Impact Assessment
Criteria Yes/No?
Assessment 1: Removal or degradation of existing infrastructure Would the project remove transit stops, public benches/shelters, or other transit amenities? No Would the project remove bicycle lanes or public bicycle parking? No Would the project remove or obstruct sidewalks, pedestrian paths, or crossings? No Would the project degrade street buffering elements such as street trees, parkway strips, and bicycle lane buffers? No
Would the project degrade visibility and lines of sight? No Would the project degrade appropriate‐scale lighting? No Assessment 2: Increased demand on missing/damaged/sub‐standard facilities Would the project increase pedestrian demand where there are missing curb ramps/crosswalks, narrow or broken sidewalks, or where a controlled crossing is not available without significant rerouting? No Would the project increase bicycle demand where there are no bicycle lanes, poor quality pavement, or lack of secure and well‐lit parking? No
Would the project increase transit demand where there are missing crossings or where stops are located in isolated, unshaded, or unlit areas? No
As shown in Table 11
, the project is not anticipated to have an impact on the existing active transportation system within the 0.25‐mile radius. A detailed summary of the active transportation impact assessment is provided in Appendix D.
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8 CONCLUSIONS
Iteris prepared a Local Mobility Analysis for the proposed residential development located at 505 S Oak Knoll Avenue Boulevard in the City of Pasadena. The following describe the results of the Local Mobility Analysis:
 The proposed project is forecast to result in an additional 18 a.m. peak hour trips, 18 p.m. peak hour trips, and 209 daily trips.
 None of the study intersections are forecast to operate at an LOS that exceeds the LOS cap.  The evaluated street segment (Oak Knoll
Avenue) is not forecast to be impacted by the proposed project based on the City’s street segment thresholds.
 The eastbound left‐turn pocket at the La
ke Avenue/Del Mar Boulevard intersection 95th percentile queue length exceeds the storage length during the a.m. peak hour under the existing conditions. 3 additional trips to this turning movement generated by the project would increase the 95th percentile queue length by 10 feet during the a.m. peak hour.
 Based on a comprehensive field survey, the proposed project is not anticipated to have a negative impact on the existing active transportation system within a 0.25‐mile radius, per the City’s guidelines.

Innovating Through Informatics™
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APPENDIX A – TRAFFIC COUNT DATA
www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
5 12
11 12
26 19
32 14
131
91 271 1 2 29 19 16
20 41
Peak Hour 15 18 2 1 36 0 0
1 1 1 3 39 31Count Total 25 39 3 2 69 0
1 1 70 0 0 0 0 58:45 AM 5 5 0 0 10
1 1 9 5 6 12
3 8:30 AM 2 4 0 0 6 0 0 0
1 0 1 9 3 4
5 5
8:15 AM 3 6 1 0 10 0 0
0 0 0 0 6 10
4 0 7
8:00 AM 5 3 1 1 10 0
0 0 0 0 0 1
3 2 2
3 7:30 AM 2 7 1 1 11 0 0 0
0 0 0 4 4 1
0 7 0
EB WB NB SB Total East
7:45 AM 2 6 0 0 8
0 0 4
- 0% 1%HV% - 0% 2% 4% -
1 2
7:15 AM 1 6 0 0 7 0 0
1 0 0 1 1 1
West North South
7:00 AM 5 2 0
0 54 232 106 0 26 6854 0 42 754 41 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 0% 1% 0% 2%0% 2% 2%
Peak
Hour
All 0 32 561
74 0 102 357 150 0
0 0 1 0 36 017 1 0 0 2 0
26 1,996 0
HV 0 0 13 2 0
Count Total 1 42 897 83 0 72 1,359 42 135 47 3,361 0
502 1,99655 28 0 5 13 40 8 213 10 0 11
6 21 11 448 1,988
8:45 AM 0 11 128 16
7 0 13 61 30 0
537 1,917
8:30 AM 0 5 133 10 0 10 141
58 29 0 5 15 40 11 212 11 0 13
10 19 7 509 1,641
8:15 AM 0 7 153 19
13 0 17 58 19 0
494 1,365
8:00 AM 0 9 147 9 0 13 188
54 20 0 5 23 80 13 206 16 0 20
2 13 4 377 0
7:45 AM 0 4 115 10
7 0 15 36 11 0
261 0
7:30 AM 0 4 92 10 0 6 177
20 7 0 5 12 30 4 125 7 0 6
4 19 6 233 0
7:15 AM 0 2 64 6
3 0 7 15 6 07:00 AM 1 0 65 3 0 7 97

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd El Molino Ave El Molino Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 0.8% 0.79
TOTAL 1.8% 0.93
TH RT
WB 2.2% 0.89
NB 0.5% 0.94
Peak Hour: 8:00 AM 9:00 AM
HV %: PHF
EB 2.3% 0.90
0 0
0 1
0 0
0 1
0 0
0 0
16 27
19 29
N
El Molino Ave
E Del Mar Blvd
E Del Mar BlvdEl Molino Ave
E Del Mar Blvd
El Molino Ave
1,996TEV:

0.93PHF: 26
68 26
120
305
0 41
754
42 837
6930
106
232
54 392
164
0 54
561
32 647
834
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 1 0
0000
0 0
0 00
0 THLT
00000001
0 00
0 0
0 0 0
0 0 0
0 THLT
20 0 0 10 1
3 010 1 0
0 1
0 0
Peak Hour
0 0Count Total
0 2000 00 0 0 0
1 2
8:45 AM
0 0 0 0
1 8:30 AM
10 0 0 00 1
0 0
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
1 8:00 AM
000 0
0 0
7:45 AM
0 0 0 0
0 7:30 AM
00 0 0 00 07:15 AM 0
0 0
0 0 0
1 07:00 AM
RT
36 0
Interval
Start
E Del Mar Blvd E Del Mar Blvd El Molino Ave El Molino Ave 15-min Total
Rolling
One Hour
2 0 0 0 1 00 0 17 1 0 0

RTTHLT RTTHLTRT
0 1 1 69 0
Peak Hour 0 0 13 2
3 0 0 3 0 0Count Total 0 0 23 2 0 0 36
10 360 0 0 0 0 00 0 5 0 0 0
0 0 0 6 34
8:45 AM 0 0 3 2
0 0 0 0 0 0
10 39
8:30 AM 0 0 2 0 0 0 4
1 0 0 0 0 00 0 5 1 0 0
0 1 0 10 36
8:15 AM 0 0 3 0
0 0 0 1 0 0
8 33
8:00 AM 0 0 5 0 0 0 3
0 0 0 0 0 00 0 5 1 0 0
0 0 1 11 0
7:45 AM 0 0 2 0
0 0 0 1 0 0
7 0
7:30 AM 0 0 2 0 0 0 7
0 0 0 0 0 00 0 5 1 0 0
0 0 0 7 0
7:15 AM 0 0 1 0
0 0 0 0 0 0
TH RT
7:00 AM 0 0 5 0 0 0 2

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd El Molino Ave El Molino Ave 15-min Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
30 22
22 25
18 28
18 17
180
89 220 0 0 15 27 25
38 55
Peak Hour 13 9 1 1 24 0 0
0 2 0 2 37 50Count Total 24 23 2 1 50 0
7 3 30 0 0 0 0 45:45 PM 3 5 0 0 8
0 0 3 3 5 7
6 5:30 PM 2 1 0 0 3 0 0 0
0 0 0 5 8 9
5 4
5:15 PM 5 2 0 0 7 0 0
0 0 0 0 2 7
9 6 5
5:00 PM 3 3 1 0 7 0
0 0 0 0 0 5
4 5 11
9 4:30 PM 2 2 0 0 4 0 0 1
0 0 0 4 6 3
0 3 0
EB WB NB SB Total East
4:45 PM 3 3 0 1 7
0 1 2
- 0% 1%HV% - 4% 1% 1% -
2 10
4:15 PM 5 6 0 0 11 0 0
0 1 0 1 12 6
West North South
4:00 PM 1 1 1
0 41 193 73 0 32 284108 0 114 934 44 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 0% 0% 0% 1%0% 1% 0%
Peak
Hour
All 0 49 857
84 0 81 394 152 0
0 0 1 0 24 09 0 0 0 1 0
38 2,767 0
HV 0 2 10 1 0
Count Total 2 93 1,695 185 0 223 1,739 68 510 73 5,299 0 642 2,72854 22 0 9 61 90 25 202 7 0 11
9 79 12 678 2,767
5:45 PM 0 15 211 16
5 0 10 64 14 0
680 2,739
5:30 PM 0 11 204 41 0 39 190
45 13 0 5 82 80 30 229 17 0 14
10 67 13 728 2,628
5:15 PM 0 13 190 34
15 0 10 38 18 0
681 2,571
5:00 PM 0 7 237 14 0 24 275
46 28 0 8 56 50 21 240 7 0 7
12 54 7 650 0
4:45 PM 0 18 226 19
11 0 11 50 21 0
569 0
4:30 PM 2 7 204 24 0 30 217
51 16 0 7 53 70 28 165 7 0 11
8 58 12 671 0
4:15 PM 0 12 186 26
15 0 7 46 20 04:00 PM 0 10 237 11 0 26 221

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd El Molino Ave El Molino Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.3% 0.89
TOTAL 0.9% 0.95
TH RT
WB 0.8% 0.87
NB 0.3% 0.87
Peak Hour: 4:45 PM 5:45 PM
HV %: PHF
EB 1.3% 0.96
0 0
0 0
0 0
0 0
0 0
0 0
25 22
27 15
N
El Molino Ave
E Del Mar Blvd
E Del Mar BlvdEl Molino Ave
E Del Mar Blvd
El Molino Ave
2,767TEV:

0.95PHF: 38
284
32 354
286
0 44
934
114
1,092
9620
73 193
41 307
506
0 108
857
49 1,014
1,013
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0 0
0 00
0 THLT
00001000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
2 000 2 0
0 0
0 0
Peak Hour
0 0Count Total
0 0000 00 0 0 0
0 0
5:45 PM
0 0 0 0
1 5:30 PM
00 0 0 00 0
0 1
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
2 5:00 PM
000 0
1 0
4:45 PM
0 1 0 0
0 4:30 PM
00 0 0 00 04:15 PM 0
0 0
0 0 0
1 04:00 PM
RT
24 0
Interval
Start
E Del Mar Blvd E Del Mar Blvd El Molino Ave El Molino Ave 15-min Total
Rolling
One Hour
1 0 0 0 1 00 0 9 0 0 0

RTTHLT RTTHLTRT
0 1 0 50 0
Peak Hour 0 2 10 1
0 0 0 2 0 0Count Total 0 3 19 2 0 0 23
8 250 0 0 0 0 00 0 5 0 0 0
0 0 0 3 24
5:45 PM 0 0 3 0
0 0 0 0 0 0
7 25
5:30 PM 0 1 1 0 0 0 1
0 0 0 0 0 00 0 2 0 0 0
0 0 0 7 29
5:15 PM 0 0 4 1
0 0 0 1 0 0
7 25
5:00 PM 0 1 2 0 0 0 3
0 0 0 0 1 00 0 3 0 0 0
0 0 0 4 0
4:45 PM 0 0 3 0
0 0 0 0 0 0
11 0
4:30 PM 0 0 2 0 0 0 2
0 0 0 0 0 00 0 6 0 0 0
0 0 0 3 0
4:15 PM 0 1 3 1
0 0 0 1 0 0
TH RT
4:00 PM 0 0 1 0 0 0 1

UT LT TH RT UT LT
Northbound Southbound

Total
2 12
9 12
18 12
16 15
96 58
220 0 1 18 7 11
25 30
Peak Hour 13 11 2 1 27 1 0
1 0 0 7 24 17Count Total 20 25 3 1 49 6
2 6 45 0 0 0 5 38:45 AM 1 6 1 0 8
0 0 5 3 2 6
3 8:30 AM 3 5 0 0 8 0 0 0
0 0 1 3 3 3
4 5
8:15 AM 3 3 1 1 8 1 0
0 0 0 0 9 0
1 2 8
8:00 AM 4 2 1 0 7 0
0 0 0 0 0 1
5 2 0
3 7:30 AM 2 3 0 0 5 0 1 0
0 0 0 1 3 5
0 5 0
EB WB NB SB Total East
7:45 AM 3 1 0 0 4
0 1 2
- 0% 1%HV% - 0% 2% - -
1 1
7:15 AM 2 2 0 0 4 0 0
0 0 0 0 0 0
West North South
7:00 AM 2 3 0
0 39 292 90 0 25 1030 0 14 772 56 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 4% 0% 0% 1%0% 1% 0%
Peak
Hour
All 0 30 645
86 0 68 435 146 0
0 1 0 0 27 011 0 0 0 2 0
28 2,094 0
HV 0 0 13 0 0
Count Total 0 45 1,083 2 0 31 1,395 45 181 57 3,574 0
472 2,08067 25 0 6 24 110 9 165 9 0 10
6 21 5 559 2,094
8:45 AM 0 3 142 1
16 0 14 85 27 0
539 1,962
8:30 AM 0 9 163 0 0 5 208
77 30 0 10 23 70 3 192 11 0 9
5 30 7 510 1,719
8:15 AM 0 12 165 0
18 0 6 62 18 0
486 1,494
8:00 AM 0 4 184 0 0 4 172
68 15 0 4 29 90 2 200 11 0 10
3 18 10 427 0
7:45 AM 0 5 133 0
10 0 13 45 11 0
296 0
7:30 AM 0 6 125 0 0 5 181
17 12 0 6 17 50 1 144 4 0 5
5 19 3 285 0
7:15 AM 0 3 82 0
7 0 1 14 8 07:00 AM 0 3 89 1 0 2 133

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E California Blvd E California Blvd El Molino Ave El Molino Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 0.6% 0.93
TOTAL 1.3% 0.94
TH RT
WB 1.3% 0.92
NB 0.5% 0.84
Peak Hour: 7:45 AM 8:45 AM
HV %: PHF
EB 1.9% 0.90
0 1
0 0
0 0
0 0
0 0
0 0
11 22
7 18
N
El Molino Ave
E California Blvd
E California BlvdEl Molino Ave
E California Blvd
El Molino Ave
2,094TEV:

0.94PHF: 28
103
25 156
378
0 56
772
14 842
7600
90 292
39 421
117
0 0
645
30 675
839
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
010 0 0 0
060 0 1 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
10 0 0 00 0
7 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 6500 00 5 0 0
0 1
8:45 AM
0 0 0 0
2 8:30 AM
10 0 0 00 0
0 1
8:15 AM
0 0 0
0 1 0
0 0 0
0 0 0
1 8:00 AM
000 0
1 0
7:45 AM
0 0 0 0
0 7:30 AM
00 0 0 00 07:15 AM 0
1 0
0 0 0
0 07:00 AM
RT
27 0
Interval
Start
E California Blvd E California Blvd El Molino Ave El Molino Ave 15-min Total
Rolling
One Hour
2 0 0 1 0 00 0 11 0 0 0

RTTHLT RTTHLTRT
1 0 0 49 0
Peak Hour 0 0 13 0
0 0 1 2 0 0Count Total 0 1 19 0 0 0 25
8 310 0 0 0 0 00 0 6 0 0 1
0 0 0 8 27
8:45 AM 0 0 1 0
0 0 0 0 0 0
8 24
8:30 AM 0 0 3 0 0 0 5
1 0 0 1 0 00 0 3 0 0 0
0 0 0 7 20
8:15 AM 0 0 3 0
0 0 0 1 0 0
4 18
8:00 AM 0 0 4 0 0 0 2
0 0 0 0 0 00 0 1 0 0 0
0 0 0 5 0
7:45 AM 0 0 3 0
0 0 0 0 0 0
4 0
7:30 AM 0 1 1 0 0 0 3
0 0 0 0 0 00 0 2 0 0 0
0 0 0 5 0
7:15 AM 0 0 2 0
0 0 0 0 0 0
TH RT
7:00 AM 0 0 2 0 0 0 3

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E California Blvd E California Blvd El Molino Ave El Molino Ave 15-min Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
8 25
11 21
17 15
11 16
124
59 80 0 4 4 6 41
62 19
Peak Hour 8 7 0 2 17 0 4
5 2 0 10 18 25Count Total 19 16 2 3 40 3
2 10 40 0 0 0 0 05:45 PM 3 2 0 0 5
0 0 1 0 8 2
0 5:30 PM 2 3 0 0 5 0 0 0
0 0 2 1 4 10
13 2
5:15 PM 1 1 0 1 3 0 2
2 0 0 2 2 0
7 7 3
5:00 PM 2 1 0 1 4 0
0 0 0 0 0 4
5 4 1
5 4:30 PM 1 0 0 0 1 0 1 1
0 0 2 7 7 6
0 9 1
EB WB NB SB Total East
4:45 PM 2 4 0 0 6
0 2 1
- 0% 0%HV% - 0% 1% 0% -
4 2
4:15 PM 5 1 0 1 7 2 0
0 1 0 2 2 0
West North South
4:00 PM 3 4 2
1 28 216 67 0 78 4072 0 14 710 52 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 1% 0% 0% 1%7% 1% 4%
Peak
Hour
All 0 38 802
99 0 47 432 133 0
0 1 1 0 17 04 2 0 0 0 0
43 2,457 0
HV 0 0 8 0 0
Count Total 0 82 1,657 13 0 33 1,489 141 675 77 4,878 0 626 2,45749 14 0 13 83 60 3 186 21 0 8
22 118 13 590 2,417
5:45 PM 0 10 232 1
12 0 7 63 23 0
647 2,434
5:30 PM 0 11 158 0 0 5 158
58 19 0 23 111 150 3 182 11 0 8
20 95 9 594 2,398
5:15 PM 0 9 207 1
8 0 5 46 11 0
586 2,421
5:00 PM 0 8 205 0 0 3 184
54 15 0 13 71 50 3 195 14 0 7
17 78 9 607 0
4:45 PM 0 15 188 6
13 0 3 57 16 0
611 0
4:30 PM 0 7 210 2 0 7 188
53 16 0 21 71 70 6 176 9 0 5
12 48 13 617 0
4:15 PM 0 13 231 3
11 0 4 52 19 04:00 PM 0 9 226 0 0 3 220

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E California Blvd E California Blvd El Molino Ave El Molino Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.4% 0.86
TOTAL 0.7% 0.95
TH RT
WB 0.9% 0.92
NB 0.0% 0.84
Peak Hour: 5:00 PM 6:00 PM
HV %: PHF
EB 1.0% 0.87
0 0
0 0
0 0
0 0
0 0
4 0
41 8
6 4
N
El Molino Ave
E California Blvd
E California BlvdEl Molino Ave
E California Blvd
El Molino Ave
2,457TEV:

0.95PHF: 43
407
78 528
306
0 52
710
14 776
9470
67 216
28 311
423
0 2
802
38 842
781
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 4 0
021 0 5 0
0010
0 0
0 01
0 THLT
00001000
0 00
0 0
0 2 0
0 0 0
0 THLT
40 0 0 00 0
10 000 2 0
0 0
0 0
Peak Hour
0 0Count Total
0 4000 00 0 0 0
0 4
5:45 PM
0 0 0 0
6 5:30 PM
20 0 0 00 0
2 6
5:15 PM
0 0 0
0 0 0
0 0 0
0 2 0
6 5:00 PM
000 0
2 0
4:45 PM
0 1 0 0
0 4:30 PM
20 0 0 00 04:15 PM 1
1 0
0 0 0
2 04:00 PM
RT
17 0
Interval
Start
E California Blvd E California Blvd El Molino Ave El Molino Ave 15-min Total
Rolling
One Hour
0 0 0 1 1 00 1 4 2 0 0

RTTHLT RTTHLTRT
2 1 0 40 0
Peak Hour 0 0 8 0
2 0 0 2 0 0Count Total 0 0 19 0 0 1 13
5 170 0 0 0 0 00 0 2 0 0 0
0 0 0 5 18
5:45 PM 0 0 3 0
1 0 0 0 0 0
3 14
5:30 PM 0 0 2 0 0 1 1
0 0 0 0 1 00 0 0 1 0 0
1 0 0 4 18
5:15 PM 0 0 1 0
0 0 0 0 0 0
6 23
5:00 PM 0 0 2 0 0 0 1
0 0 0 0 0 00 0 4 0 0 0
0 0 0 1 0
4:45 PM 0 0 2 0
0 0 0 0 0 0
7 0
4:30 PM 0 0 1 0 0 0 0
0 0 0 1 0 00 0 1 0 0 0
0 0 0 9 0
4:15 PM 0 0 5 0
0 0 0 2 0 0
TH RT
4:00 PM 0 0 3 0 0 0 4

UT LT TH RT UT LT
Northbound Southbound

Total
10 5
19 16
23 14
41 20
148
98 341 0 1 17 26 21
32 55
Peak Hour 14 19 2 2 37 0 0
1 2 0 3 29 32Count Total 24 37 3 6 70 0
7 5 80 0 0 0 0 08:45 AM 3 6 0 1 10
0 0 6 14 5 16
3 8:30 AM 3 5 1 0 9 0 0 0
1 0 1 4 2 5
6 7
8:15 AM 3 5 1 1 10 0 0
0 0 0 0 7 3
1 4 8
8:00 AM 5 3 0 0 8 0
0 0 0 0 0 3
1 5 8
2 7:30 AM 2 4 0 1 7 0 0 0
1 0 1 1 1 1
2 10 0
EB WB NB SB Total East
7:45 AM 2 5 1 1 9
0 0 5
- 0% 6%HV% - 0% 2% 3% -
1 3
7:15 AM 1 6 0 0 7 0 0
1 0 0 1 3 3
West North South
7:00 AM 5 3 0
1 52 33 20 0 28 10164 0 92 728 19 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 0% 1% 3% 2%1% 2% 0%
Peak
Hour
All 0 11 620
29 0 63 44 41 0
0 0 1 1 37 018 0 0 0 2 0
40 1,808 0
HV 0 0 12 2 0
Count Total 0 18 1,011 82 0 116 1,342 42 127 70 2,985 0 446 1,8089 8 0 8 15 140 12 182 3 0 13
8 27 5 391 1,790
8:45 AM 0 4 170 8
4 0 19 5 4 0
488 1,716
8:30 AM 0 4 133 17 0 17 148
8 0 0 7 24 150 29 206 6 0 11
5 35 6 483 1,456
8:15 AM 0 1 160 21
6 0 9 11 8 0
428 1,177
8:00 AM 0 2 157 18 0 34 192
7 14 0 6 20 80 11 210 2 0 6
3 3 10 317 0
7:45 AM 0 4 131 9
5 0 3 2 5 0
228 0
7:30 AM 0 1 109 5 0 6 165
1 1 0 2 1 50 2 135 1 0 0
3 2 7 204 0
7:15 AM 0 1 76 3
2 0 2 1 1 07:00 AM 0 1 75 1 0 5 104

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Oak Knoll Ave S Oak Knoll Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 1.2% 0.92
TOTAL 2.0% 0.93
TH RT
WB 2.3% 0.87
NB 1.9% 0.88
Peak Hour: 8:00 AM 9:00 AM
HV %: PHF
EB 2.0% 0.95
0 0
0 0
0 0
0 1
0 0
0 0
21 34
26 17
N
S Oak Knoll Ave
E Del Mar Blvd
E Del Mar BlvdS Oak Knoll
Ave
E Del Mar Blvd
S Oak Knoll
Ave
1,808TEV:

0.93PHF: 40
101
28 169
63 0
19 728
92 839
6680
20 33
52 105
257
0 64
620
11 695
820
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 1 0
0000
0 0
0 00
0 THLT
00000001
0 00
0 0
0 0 0
0 0 0
0 THLT
10 0 0 00 1
3 000 2 0
0 0
0 0
Peak Hour
0 0Count Total
0 1000 00 0 0 0
0 1
8:45 AM
0 0 0 0
1 8:30 AM
10 0 0 00 1
0 1
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
2 8:00 AM
000 0
0 0
7:45 AM
0 0 0 0
0 7:30 AM
10 0 0 00 17:15 AM 0
0 0
0 0 0
1 07:00 AM
RT
37 0
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Oak Knoll Ave S Oak Knoll Ave 15-min Total
Rolling
One Hour
2 0 0 0 1 10 1 18 0 0 0

RTTHLT RTTHLTRT
3 2 1 70 0
Peak Hour 0 0 12 2
0 0 1 2 0 0Count Total 0 0 22 2 0 1 36
10 370 0 0 0 1 00 0 6 0 0 0
0 0 0 9 36
8:45 AM 0 0 3 0
0 0 0 1 0 0
10 34
8:30 AM 0 0 3 0 0 1 4
1 0 0 0 0 10 0 5 0 0 0
0 0 0 8 31
8:15 AM 0 0 1 2
0 0 0 0 0 0
9 33
8:00 AM 0 0 5 0 0 0 3
0 0 0 0 1 00 0 5 0 0 1
1 0 0 7 0
7:45 AM 0 0 2 0
0 0 0 0 0 0
7 0
7:30 AM 0 0 2 0 0 0 4
0 0 0 0 0 00 0 6 0 0 0
2 0 0 10 0
7:15 AM 0 0 1 0
0 0 0 0 0 0
TH RT
7:00 AM 0 0 5 0 0 0 3

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Oak Knoll Ave S Oak Knoll Ave 15-min Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
24 22
25 26
11 19
23 12
162
81 340 0 0 11 7 29
49 78
Peak Hour 11 9 1 0 21 0 0
0 0 0 0 19 16Count Total 20 23 3 0 46 0
1 5 50 0 0 0 0 15:45 PM 3 5 0 0 8
0 0 2 6 4 11
8 5:30 PM 1 2 0 0 3 0 0 0
0 0 0 4 1 6
6 3
5:15 PM 3 5 0 0 8 0 0
0 0 0 0 0 2
2 9 12
5:00 PM 1 1 1 0 3 0
0 0 0 0 0 3
2 8 11
14 4:30 PM 4 1 0 0 5 0 0 0
0 0 0 3 1 4
0 2 0
EB WB NB SB Total East
4:45 PM 3 2 0 0 5
0 0 4
- 0% 0%HV% - 0% 1% 3% -
7 14
4:15 PM 4 6 2 0 12 0 0
0 0 0 0 2 1
West North South
4:00 PM 1 1 0
1 29 17 37 0 28 6731 0 36 1,024 12 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
3% - 0% 0% 0% 1%3% 1% 0%
Peak
Hour
All 0 28 928
29 0 46 35 66 0
0 0 0 0 21 08 0 0 0 0 1
59 2,296 0
HV 0 0 10 1 0
Count Total 0 47 1,832 56 1 75 1,870 57 134 105 4,353 0 531 2,2256 6 0 11 15 160 16 205 6 0 3
8 16 12 518 2,260
5:45 PM 0 7 235 5
3 0 1 5 6 0
536 2,296
5:30 PM 0 2 222 6 0 9 228
3 7 0 7 15 100 9 266 2 0 3
8 20 12 640 2,203
5:15 PM 0 8 193 13
7 0 10 7 11 0
566 2,128
5:00 PM 0 5 251 8 0 14 287
2 8 0 7 13 220 4 235 3 0 7
6 19 15 554 0
4:45 PM 0 12 248 5
0 0 9 5 11 0
443 0
4:30 PM 0 3 236 5 0 9 236
4 9 0 4 12 111 11 177 5 0 7
6 24 7 565 0
4:15 PM 0 2 190 10
3 0 6 3 8 04:00 PM 0 8 257 4 0 3 236

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Oak Knoll Ave S Oak Knoll Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 0.0% 0.92
TOTAL 0.9% 0.90
TH RT
WB 0.8% 0.87
NB 1.2% 0.74
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 1.1% 0.93
0 0
0 0
0 0
0 0
0 0
0 0
29 34
7 11
N
S Oak Knoll Ave
E Del Mar Blvd
E Del Mar BlvdS Oak Knoll
Ave
E Del Mar Blvd
S Oak Knoll
Ave
2,296TEV:

0.9PHF: 59
67 28
154
57 0
12 1,024
36 1,072
9930
37 17
29 83
134
0 31
928
28 987
1,112
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 0 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
0 0 0
0 THLT
00 0 0 00 0
0 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 0000 00 0 0 0
0 0
5:45 PM
0 0 0 0
0 5:30 PM
00 0 0 00 0
0 0
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
0 5:00 PM
000 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
00 0 0 00 04:15 PM 0
0 0
0 0 0
0 04:00 PM
RT
21 0
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Oak Knoll Ave S Oak Knoll Ave 15-min Total
Rolling
One Hour
0 1 0 0 0 00 1 8 0 0 0

RTTHLT RTTHLTRT
0 0 0 46 0
Peak Hour 0 0 10 1
0 0 1 0 2 0Count Total 0 0 18 2 0 3 20
8 220 0 0 0 0 00 1 4 0 0 0
0 0 0 3 19
5:45 PM 0 0 3 0
0 0 0 0 0 0
8 21
5:30 PM 0 0 1 0 0 0 2
0 0 0 0 0 00 1 4 0 0 0
0 0 0 3 25
5:15 PM 0 0 3 0
0 0 0 0 1 0
5 24
5:00 PM 0 0 1 0 0 0 1
0 0 0 0 0 00 0 2 0 0 0
0 0 0 5 0
4:45 PM 0 0 2 1
0 0 0 0 0 0
12 0
4:30 PM 0 0 4 0 0 0 1
0 1 0 0 0 00 1 5 0 0 1
0 0 0 2 0
4:15 PM 0 0 3 1
0 0 0 0 0 0
TH RT
4:00 PM 0 0 1 0 0 0 1

UT LT TH RT UT LT
Northbound Southbound

Total
26 20
36 29
52 58
24 49
294
183
520 2 2 39 67 25
44 74
Peak Hour 18 20 14 22 74 0 0
1 0 4 6 71 105Count Total 37 38 24 45 144 1
13 5 230 0 0 0 0 88:45 AM 3 7 2 6 18
0 0 9 4 2 9
10 8:30 AM 5 5 4 4 18 0 0 0
0 2 2 10 29 9
9 10
8:15 AM 2 4 6 7 19 0 0
0 0 0 0 12 21
8 6 7
8:00 AM 8 4 2 5 19 0
0 0 0 1 1 8
12 7 8
2 7:30 AM 4 4 2 7 17 0 0 0
0 0 1 7 8 3
6 17 0
EB WB NB SB Total East
7:45 AM 3 4 4 2 13
0 0 9
- 1% 2%HV% - 1% 2% 7% -
3 5
7:15 AM 3 9 3 8 23 1 0
1 0 1 2 8 10
West North South
7:00 AM 9 1 1
0 102 576 65 0 90 444111 0 72 702 91 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 9% 2% 2% 2%0% 2% 8%
Peak
Hour
All 0 159 479
177 0 164 936 99 0
0 8 9 5 74 013 7 0 1 13 0
227 3,118 0
HV 0 2 8 8 0
Count Total 0 249 740 179 0 116 1,296 155 741 345 5,197 0 718 3,118118 14 0 20 91 400 19 189 25 0 25
27 96 52 765 3,113
8:45 AM 0 44 110 23
25 0 17 176 21 0
829 2,938
8:30 AM 0 36 128 27 0 18 142
149 15 0 20 126 690 17 188 20 0 32
23 131 66 806 2,539
8:15 AM 0 42 127 24
21 0 28 133 15 0
713 2,079
8:00 AM 0 37 114 37 0 18 183
148 13 0 15 78 410 17 204 23 0 28
17 96 33 590 0
7:45 AM 0 32 94 20
28 0 15 81 15 0
430 0
7:30 AM 0 17 82 21 0 7 178
71 5 0 19 67 240 12 115 26 0 13
14 56 20 346 0
7:15 AM 0 23 43 12
9 0 6 60 1 07:00 AM 0 18 42 15 0 8 97

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Lake Ave S Lake Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 2.9% 0.86
TOTAL 2.4% 0.94
TH RT
WB 2.3% 0.93
NB 1.9% 0.87
Peak Hour: 8:00 AM 9:00 AM
HV %: PHF
EB 2.4% 0.97
0 0
0 0
2 0
0 0
0 0
0 0
25 52
67 39
N
S Lake Ave
E Del Mar Blvd
E Del Mar BlvdS Lake Ave
E Del Mar Blvd
S Lake Ave
3,118TEV:

0.94PHF: 227
444
90 761
826
0 91
702
72 865
6340
65 576
102
743
627
0 111
479
159
749
1,031
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 1 0
0 0 0
0 0 0
0 0 0
000 0 0 0
010 0 1 0
0000
0 0
0 01
0 THLT
01000001
0 00
0 0
0 0 0
0 0 0
0 THLT
20 0 2 00 0
6 000 0 0
0 0
0 0
Peak Hour
0 4Count Total
0 2000 00 0 0 0
0 3
8:45 AM
0 0 0 0
3 8:30 AM
20 0 2 00 0
0 2
8:15 AM
0 0 0
0 0 0
0 0 0
0 0 0
4 8:00 AM
100 0
0 0
7:45 AM
0 0 0 0
0 7:30 AM
10 0 0 00 07:15 AM 0
0 0
0 0 0
2 07:00 AM
RT
74 0
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Lake Ave S Lake Ave 15-min Total
Rolling
One Hour
13 0 0 8 9 50 0 13 7 0 1

RTTHLT RTTHLTRT
13 22 10 144 0
Peak Hour 0 2 8 8
11 0 1 20 3 0Count Total 0 8 14 15 0 1 26
18 742 0 0 2 2 20 0 6 1 0 0
2 2 0 18 69
8:45 AM 0 1 1 1
2 0 0 4 0 0
19 68
8:30 AM 0 0 4 1 0 0 3
5 0 0 3 2 20 0 2 2 0 1
1 3 1 19 72
8:15 AM 0 1 1 0
2 0 0 2 0 0
13 70
8:00 AM 0 0 2 6 0 0 2
3 1 0 0 0 20 1 2 1 0 0
1 5 1 17 0
7:45 AM 0 2 1 0
1 0 0 1 1 0
23 0
7:30 AM 0 0 3 1 0 0 3
2 1 0 3 4 10 0 7 2 0 0
1 4 1 17 0
7:15 AM 0 1 0 2
0 0 0 1 0 0
TH RT
7:00 AM 0 3 2 4 0 0 1

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Lake Ave S Lake Ave 15-min Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
83 108
89 67
99 109
98 110
763
364
1050 0 0 82 140 37
87 201
Peak Hour 11 8 8 12 39 0 0
1 0 0 1 174 301Count Total 22 23 14 23 82 0
50 15 220 0 0 0 0 235:45 PM 4 5 1 3 13
0 0 25 38 7 28
37 5:30 PM 2 3 1 1 7 0 0 0
0 0 0 22 35 15
7 27
5:15 PM 3 3 1 4 11 0 0
0 0 0 0 23 42
28 4 17
5:00 PM 2 1 2 2 7 0
0 0 0 0 0 18
35 11 24
24 4:30 PM 3 1 3 4 11 0 0 0
0 0 1 21 48 15
1 7 0
EB WB NB SB Total East
4:45 PM 3 3 2 2 10
0 0 19
- 1% 1%HV% - 2% 1% 1% -
13 22
4:15 PM 4 3 3 6 16 0 1
0 0 0 0 23 25
West North South
4:00 PM 1 4 1
0 96 432 125 0 134 558230 0 101 618 143 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
2% - 3% 1% 2% 1%0% 1% 2%
Peak
Hour
All 0 131 791
262 0 204 841 218 0
0 4 5 3 39 05 3 0 1 5 2
160 3,519 0
HV 0 2 6 3 0
Count Total 0 285 1,587 471 0 215 1,180 274 1,061 289 6,887 0 862 3,423113 31 0 42 124 240 29 139 39 0 26
33 111 37 802 3,440
5:45 PM 0 42 186 67
23 0 24 114 10 0
843 3,519
5:30 PM 0 29 193 52 0 26 150
101 29 0 46 121 420 24 140 39 0 27
29 141 39 916 3,459
5:15 PM 0 38 178 58
37 0 26 109 32 0
879 3,464
5:00 PM 0 27 202 67 0 28 179
104 35 0 34 138 360 33 153 38 0 20
25 158 43 881 0
4:45 PM 0 28 201 59
29 0 23 118 29 0
783 0
4:30 PM 0 38 210 46 0 16 146
87 25 0 35 137 380 28 107 21 0 31
30 131 30 921 0
4:15 PM 0 45 173 56
36 0 27 95 27 04:00 PM 0 38 244 66 0 31 166

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Lake Ave S Lake Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 1.4% 0.94
TOTAL 1.1% 0.96
TH RT
WB 0.9% 0.88
NB 1.2% 0.96
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 1.0% 0.97
0 0
0 0
0 0
0 0
0 0
0 0
37 105
140
82 N
S Lake Ave
E Del Mar Blvd
E Del Mar BlvdS Lake Ave
E Del Mar Blvd
S Lake Ave
3,519TEV:

0.96PHF: 160
558
134
852
706
0 143
618
101
862
1,0500
125
432
96 653
889
0 230
791
131
1,152
874
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
000 0 0 0
000 1 0 0
0000
0 0
0 00
0 THLT
00000000
0 00
0 0
0 0 0
1 0 0
0 THLT
00 0 0 00 0
1 000 0 0
0 0
0 0
Peak Hour
0 0Count Total
0 0000 00 0 0 0
0 0
5:45 PM
0 0 0 0
0 5:30 PM
00 0 0 00 0
0 1
5:15 PM
0 0 0
0 0 0
0 0 0
0 0 0
1 5:00 PM
000 0
0 0
4:45 PM
0 0 0 0
0 4:30 PM
10 0 0 00 04:15 PM 0
0 0
0 0 0
0 04:00 PM
RT
39 0
Interval
Start
E Del Mar Blvd E Del Mar Blvd S Lake Ave S Lake Ave 15-min Total
Rolling
One Hour
5 2 0 4 5 30 0 5 3 0 1

RTTHLT RTTHLTRT
8 10 5 82 0
Peak Hour 0 2 6 3
8 0 2 9 3 0Count Total 0 5 10 7 0 2 13
13 381 0 0 2 1 00 0 3 2 0 0
0 1 0 7 35
5:45 PM 0 1 2 1
0 0 0 1 0 0
11 39
5:30 PM 0 1 0 1 0 2 1
1 0 0 2 2 00 0 2 1 0 0
0 1 1 7 44
5:15 PM 0 0 2 1
0 0 0 2 0 0
10 44
5:00 PM 0 1 1 0 0 0 1
1 1 0 1 0 10 0 1 2 0 0
1 2 1 11 0
4:45 PM 0 1 1 1
0 0 1 1 1 0
16 0
4:30 PM 0 0 2 1 0 0 1
1 1 0 2 2 20 0 2 1 0 1
0 1 0 7 0
4:15 PM 0 1 2 1
2 0 0 1 0 0
TH RT
4:00 PM 0 0 0 1 0 0 2

UT LT TH RT UT LT
Northbound Southbound

Total
19 29
27 19
34 26
27 38
219
106
291 0 7 19 29 29
52 68
Peak Hour 9 9 6 11 35 4 2
3 2 0 13 37 62Count Total 14 22 10 30 76 8
12 10 93 1 0 0 4 78:45 AM 1 4 4 4 13
0 3 5 6 10 6
6 8:30 AM 3 5 1 1 10 1 1 1
0 0 2 5 9 6
9 10
8:15 AM 4 1 3 4 12 1 1
0 0 0 0 5 10
4 4 7
8:00 AM 1 2 1 6 10 0
2 0 0 0 2 4
5 6 10
15 7:30 AM 1 6 0 4 11 0 0 1
0 0 0 3 7 4
5 9 1
EB WB NB SB Total East
7:45 AM 1 1 1 0 3
0 1 6
- 0% 1%HV% - 6% 0% 0% -
3 5
7:15 AM 1 1 0 6 8 0 0
0 0 0 1 2 9
West North South
7:00 AM 2 2 0
0 164 543 69 0 91 31397 0 64 551 44 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
3% - 2% 1% 3% 1%0% 2% 0%
Peak
Hour
All 0 141 365
81 0 276 846 107 0
0 2 3 6 35 09 0 0 0 4 2
205 2,647 0
HV 0 8 1 0 0
Count Total 0 245 620 167 0 114 1,038 161 521 340 4,516 0 566 2,602121 12 0 26 54 370 13 117 15 0 40
19 63 59 651 2,647
8:45 AM 0 35 79 17
11 0 44 155 12 0
688 2,522
8:30 AM 0 36 90 19 0 7 136
121 22 0 21 92 500 27 128 10 0 42
32 95 56 697 2,257
8:15 AM 0 38 100 37
11 0 46 132 22 0
611 1,914
8:00 AM 0 36 101 24 0 15 127
135 13 0 19 63 400 15 160 12 0 32
20 61 31 526 0
7:45 AM 0 31 74 17
8 0 37 86 13 0
423 0
7:30 AM 0 26 72 14 0 16 142
51 7 0 12 56 350 16 120 7 0 21
12 37 32 354 0
7:15 AM 0 25 52 21
7 0 14 45 6 07:00 AM 0 18 52 18 0 5 108

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E California Blvd E California Blvd S Lake Ave S Lake Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 7:00 AM 9:00 AM
SB 1.8% 0.83
TOTAL 1.3% 0.95
TH RT
WB 1.4% 0.88
NB 0.8% 0.92
Peak Hour: 7:45 AM 8:45 AM
HV %: PHF
EB 1.5% 0.86
0 4
0 0
0 0
0 1
0 1
0 1
29 29
29 19
N
S Lake Ave
E California Blvd
E California BlvdS Lake Ave
E California Blvd
S Lake Ave
2,647TEV:

0.95PHF: 205
313
91 609
728
0 44
551
64 659
5250
69 543
164
776
474
0 97
365
141
603
920
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 1
0 1 0
040 1 0 1
161 1 1 1
0100
0 0
0 00
0 THLT
00000000
2 00
0 0
0 0 0
0 0 0
0 THLT
70 0 0 00 1
13 001 1 0
0 0
0 0
Peak Hour
0 0Count Total
0 9400 01 2 0 0
3 7
8:45 AM
0 1 0 0
5 8:30 AM
20 0 0 00 0
0 3
8:15 AM
0 0 0
0 1 0
0 1 0
1 0 0
4 8:00 AM
200 0
1 0
7:45 AM
1 0 0 0
0 7:30 AM
00 0 0 00 07:15 AM 0
0 0
0 0 0
1 07:00 AM
RT
35 0
Interval
Start
E California Blvd E California Blvd S Lake Ave S Lake Ave 15-min Total
Rolling
One Hour
4 2 0 2 3 60 0 9 0 0 0

RTTHLT RTTHLTRT
8 6 16 76 0
Peak Hour 0 8 1 0
3 0 1 6 3 0Count Total 0 11 3 0 0 2 17
13 452 1 0 0 1 30 0 4 0 0 1
0 0 1 10 35
8:45 AM 0 1 0 0
0 0 0 1 0 0
12 36
8:30 AM 0 3 0 0 0 0 5
2 1 0 1 2 10 0 1 0 0 0
1 1 4 10 32
8:15 AM 0 3 1 0
0 0 0 0 1 0
3 31
8:00 AM 0 1 0 0 0 0 2
1 0 0 0 0 00 0 1 0 0 0
1 0 3 11 0
7:45 AM 0 1 0 0
2 0 0 0 0 0
8 0
7:30 AM 0 0 1 0 0 2 2
0 0 0 2 2 20 0 0 1 0 0
3 0 2 9 0
7:15 AM 0 1 0 0
0 0 0 0 0 0
TH RT
7:00 AM 0 1 1 0 0 0 2

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E California Blvd E California Blvd S Lake Ave S Lake Ave 15-min Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.

Total
21 38
29 34
34 24
28 19
227
121
180 0 7 24 26 53
105 30
Peak Hour 6 4 1 9 20 1 6
6 0 1 9 42 50Count Total 19 8 3 16 46 2
6 8 10 0 0 0 0 45:45 PM 2 1 0 2 5
0 0 3 4 18 3
4 5:30 PM 2 0 0 2 4 0 0 0
0 0 1 7 3 10
15 6
5:15 PM 0 1 0 2 3 0 1
3 0 0 4 8 5
10 15 5
5:00 PM 2 0 0 1 3 1
0 0 0 0 0 4
8 13 3
6 4:30 PM 3 2 0 2 7 0 2 0
0 1 2 8 7 17
1 6 0
EB WB NB SB Total East
4:45 PM 1 1 1 4 7
0 2 5
- 1% 0%HV% - 2% 1% 0% -
9 2
4:15 PM 6 2 1 2 11 1 0
0 0 0 0 3 7
West North South
4:00 PM 3 1 1
1 122 335 79 0 95 453154 0 94 505 81 0
0 Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total
0% - 4% 0% 1% 1%1% 0% 2%
Peak
Hour
All 0 139 544
168 0 238 654 150 1
0 4 1 4 20 01 2 0 1 0 0
334 2,935 0
HV 0 3 3 0 0
Count Total 0 259 1,084 294 0 176 1,023 193 878 678 5,796 0 718 2,884103 13 0 24 95 770 22 139 19 0 27
24 113 79 679 2,885
5:45 PM 0 24 137 38
28 0 24 74 22 0
752 2,935
5:30 PM 0 27 115 32 0 16 125
61 20 0 27 130 810 22 138 17 0 27
22 107 83 735 2,926
5:15 PM 0 39 145 45
24 0 28 92 20 0
719 2,912
5:00 PM 0 33 130 34 0 29 133
88 19 0 20 114 850 20 122 26 0 33
26 102 85 729 0
4:45 PM 0 30 127 35
14 0 34 94 20 0
743 0
4:30 PM 0 37 142 40 0 23 112
70 18 1 34 125 910 22 107 20 0 31
16 92 97 721 0
4:15 PM 0 37 148 39
20 0 34 72 18 04:00 PM 0 32 140 31 0 22 147

UT LT TH RT UT LT
Rolling
One HourEastbound Westbound Northbound Southbound

UT LT TH RT
Interval
Start
E California Blvd E California Blvd S Lake Ave S Lake Ave 15-min TotalUT LT TH RT
Date: 12/10/2024
Peak Hour Count Period: 4:00 PM 6:00 PM
SB 1.0% 0.93
TOTAL 0.7% 0.98
TH RT
WB 0.6% 0.91
NB 0.2% 0.91
Peak Hour: 4:30 PM 5:30 PM
HV %: PHF
EB 0.7% 0.91
0 1
0 0
0 0
0 0
0 0
6 0
53 18
26 24
N
S Lake Ave
E California Blvd
E California BlvdS Lake Ave
E California Blvd
S Lake Ave
2,935TEV:

0.98PHF: 334
453
95 882
555
0 81
505
94 680
7180
79 335
122
536
701
0 154
544
139
837
961
0 Project Manager: (415) 310-6469 [email protected] www.idaxdata.com
Two-Hour Count Summaries - Heavy Vehicles
Two-Hour Count Summaries - Bikes
Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0
0 0 0
0 0 0
0 0 0
0 0 0
010 0 6 0
020 0 6 0
0000
0 0
0 01
0 THLT
00000000
0 10
0 0
0 3 0
0 0 0
0 THLT
70 0 0 00 0
9 000 0 0
0 0
0 0
Peak Hour
0 1Count Total
0 5000 00 0 0 0
0 5
5:45 PM
0 0 0 0
7 5:30 PM
10 0 0 00 0
4 8
5:15 PM
0 0 0
0 0 0
0 0 0
0 1 0
4 5:00 PM
000 0
2 0
4:45 PM
0 0 0 0
0 4:30 PM
20 0 1 00 04:15 PM 0
2 0
0 0 0
0 04:00 PM
RT
20 0
Interval
Start
E California Blvd E California Blvd S Lake Ave S Lake Ave 15-min Total
Rolling
One Hour
0 0 0 4 1 40 1 1 2 0 1

RTTHLT RTTHLTRT
6 1 9 46 0
Peak Hour 0 3 3 0
3 0 2 0 1 0Count Total 0 8 10 1 0 2 3
5 150 0 0 1 0 10 0 1 0 0 0
0 0 2 4 17
5:45 PM 0 1 1 0
0 0 0 0 0 0
3 20
5:30 PM 0 1 1 0 0 0 0
0 0 0 1 0 10 0 0 1 0 0
0 0 1 3 28
5:15 PM 0 0 0 0
0 0 0 0 0 0
7 31
5:00 PM 0 0 2 0 0 0 0
0 0 0 1 1 20 0 1 0 0 1
2 0 0 7 0
4:45 PM 0 1 0 0
1 0 0 0 0 0
11 0
4:30 PM 0 2 1 0 0 1 0
0 1 0 1 0 10 1 0 1 0 0
0 0 1 6 0
4:15 PM 0 2 3 1
0 0 1 0 0 0
TH RT
4:00 PM 0 1 2 0 0 0 1

UT LT TH RT UT LT
Northbound Southbound

UT LT TH RT UT LT TH RT
Interval
Start
E California Blvd E California Blvd S Lake Ave S Lake Ave 15-min Total
Rolling
One HourEastbound Westbound
SouthboundNorthboundWestboundEastbound
Project Manager: (415) 310-6469 [email protected] Date: Tuesday, December 10th, 2024
Location: S Oak Knoll Ave_N‐O E Del Mar Blvd
Site Code: 01
Time: 24 Hour
Time NB SB Total Total Time NB SB Total Total Time NB SB Total Total 0:00 325 0:00 000 0:00 325
0:15 404 0:15 000 0:15 404
0:30 112 0:30 000 0:30 112
0:45 000 0:45 000 0:45 000
1:00 000 1:00 000 1:00 000
1:15 000 1:15 000 1:15 000
1:30 011 1:30 000 1:30 011
1:45 000 1:45 000 1:45 000
2:00 011 2:00 000 2:00 011
2:15 011 2:15 000 2:15 011
2:30 022 2:30 000 2:30 022
2:45 011 2:45 000 2:45 011
3:00 011 3:00 000 3:00 011
3:15 011 3:15 000 3:15 011
3:30 011 3:30 000 3:30 011
3:45 000 3:45 000 3:45 000
4:00 101 4:00 011 4:00 112
4:15 011 4:15 011 4:15 022
4:30 011 4:30 000 4:30 011
4:45 011 4:45 011 4:45 022
5:00 000 5:00 000 5:00 000
5:15 011 5:15 000 5:15 011
5:30 123 5:30 000 5:30 123
5:45 112 5:45 000 5:45 112
6:00 257 6:00 101 6:00 358
6:15 21 1 1 3 6:15 000 6:15 21 1 1 3
6:30 49 1 3 6:30 000 6:30 49 1 3
6:45 47 1 1 6:45 000 6:45 47 1 1
7:00 41 0 1 4 7:00 022 7:00 41 2 1 6
7:15 38 1 1 7:15 000 7:15 38 1 1
7:30 81 4 2 2 7:30 011 7:30 81 5 2 3
7:45 13 35 48 7:45 011 7:45 13 36 49
8:00 18 44 62 8:00 000 8:00 18 44 62
8:15 15 43 58 8:15 112 8:15 16 44 60
8:30 12 37 49 8:30 101 8:30 13 37 50
8:45 15 37 52 8:45 011 8:45 15 38 53
9:00 92 6 3 5 9:00 000 9:00 92 6 3 5
9:15 10 17 27 9:15 000 9:15 10 17 27
9:30 11 19 30 9:30 000 9:30 11 19 30
9:45 81 5 2 3 9:45 022 9:45 81 7 2 5
10:00 72 2 2 9 10:00 011 10:00 72 3 3 0
10:15 73 0 3 7 10:15 000 10:15 73 0 3 7
10:30 91 9 2 8 10:30 000 10:30 91 9 2 8
10:45 10 25 35 10:45 000 10:45 10 25 35
11:00 10 24 34 11:00 224 11:00 12 26 38
11:15 11 27 38 11:15 022 11:15 11 29 40
11:30 11 28 39 11:30 022 11:30 11 30 41
11:45 13 28 41 11:45 000 11:45 13 28 41
12:00 17 24 41 12:00 000 12:00 17 24 41
12:15 12 26 38 12:15 011 12:15 12 27 39
12:30 16 35 51 12:30 000 12:30 16 35 51
12:45 15 32 47 12:45 011 12:45 15 33 48
13:00 12 28 40 13:00 000 13:00 12 28 40
13:15 13 29 42 13:15 101 13:15 14 29 43
13:30 14 28 42 13:30 011 13:30 14 29 43
13:45 13 21 34 13:45 011 13:45 13 22 35
14:00 15 31 46 14:00 123 14:00 16 33 49
14:15 15 25 40 14:15 000 14:15 15 25 40
14:30 10 29 39 14:30 000 14:30 10 29 39
14:45 13 41 54 14:45 011 14:45 13 42 55
15:00 25 47 72 15:00 000 15:00 25 47 72
15:15 24 39 63 15:15 000 15:15 24 39 63
15:30 14 22 36 15:30 011 15:30 14 23 37
15:45 11 28 39 15:45 000 15:45 11 28 39
16:00 13 40 53 16:00 000 16:00 13 40 53
16:15 12 29 41 16:15 000 16:15 12 29 41
16:30 84 0 4 8 16:30 000 16:30 84 0 4 8
16:45 17 41 58 16:45 000 16:45 17 41 58
17:00 19 37 56 17:00 000 17:00 19 37 56
17:15 15 32 47 17:15 000 17:15 15 32 47
17:30 11 38 49 17:30 000 17:30 11 38 49
17:45 21 42 63 17:45 000 17:45 21 42 63
18:00 12 31 43 18:00 000 18:00 12 31 43
18:15 12 38 50 18:15 101 18:15 13 38 51
18:30 16 28 44 18:30 000 18:30 16 28 44
18:45 16 33 49 18:45 022 18:45 16 35 51
19:00 12 26 38 19:00 000 19:00 12 26 38
19:15 10 24 34 19:15 000 19:15 10 24 34
19:30 93 3 4 2 19:30 000 19:30 93 3 4 2
19:45 15 20 35 19:45 000 19:45 15 20 35
20:00 12 17 29 20:00 000 20:00 12 17 29
20:15 92 3 3 2 20:15 000 20:15 92 3 3 2
20:30 15 25 40 20:30 000 20:30 15 25 40
20:45 81 9 2 7 20:45 000 20:45 81 9 2 7
21:00 71 9 2 6 21:00 000 21:00 71 9 2 6
21:15 51 3 1 8 21:15 000 21:15 51 3 1 8
21:30 31 5 1 8 21:30 000 21:30 31 5 1 8
21:45 336 21:45 000 21:45 336
22:00 51 1 1 6 22:00 000 22:00 51 1 1 6
22:15 336 22:15 000 22:15 336
22:30 257 22:30 000 22:30 257
22:45 41 8 2 2 22:45 000 22:45 41 8 2 2
23:00 279 23:00 000 23:00 279
23:15 224 23:15 000 23:15 224
23:30 213 23:30 000 23:30 213
23:45 426 23:45 000 23:45 426
Total: 770 1,759 Total: 31 0 Total: 778 1,787
152 8 160
2 117
129 1 130
2,529 36 2,565
11 0 11
10 1
50 5
30 3
4 All Vehicles
128
68 51
215
189
179
161
183
211
200
7 6
45 99
225
128
68 51
22 22
0 0
0 0
Light Vehicles
179
210
200
Heavy Vehicles
158
3 60
44 1
95 4
221 4
115
0 215
149
4 177 2
3 0
3 0
1 186
149

505 South Oak Knoll Avenue Residential
Local Mobility Analysis
Draft Report
Iteris, Inc. |
APPENDIX B – LOS CALCULATION SHEETS
505 South Oak Knoll Avenue Residential
Local Mobility Analysis
Draft Report
Iteris, Inc. |
Existing Conditions
HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 561 54 42 754 41 54 232 106 26 68 26 Future Volume (veh/h) 32 561 54 42 754 41 54 232 106 26 68 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1786 1786 1786 1786 1786 1786 Adj Flow Rate, veh/h 34 603 58 45 811 44 58 249 114 28 73 28 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1
Cap, veh/h 305 1219 117 365 1276 69 157 361 151 182 373 121 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 578 3104 298 692 3247 176 138 1061 445 188 1097 356 Grp Volume(v), veh/h 34 327 334 45 420 435 421 0 0 129 0 0 Grp Sat Flow(s),veh/h/ln 578 1683 1718 692 1683 1740 1644 0 0 1642 0 0 Q Serve(g_s), s 1.9 5.4 5.4 1.9 7.5 7.5 3.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.4 5.4 5.4 7.4 7.5 7.5 8.3 0.0 0.0 2.0 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.10 0.14 0.27 0.22 0.22
Lane Grp Cap(c), veh/h 305 661 675 365 661 684 669 0 0 676 0 0 V/C Ratio(X) 0.11 0.49 0.50 0.12 0.64 0.64 0.63 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh/h 423 1005 1026 506 1005 1039 1122 0 0 1088 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.9 8.5 8.5 11.3 9.1 9.1 10.8 0.0 0.0 8.7 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.6 0.6 0.1 1.0 1.0 1.0 0.0 0.0 0.1 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 0.2 1.4 1.4 0.2 1.9 2.0 2.5 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 9.0 9.0 11.4 10.1 10.1 11.7 0.0 0.0 8.9 0.0 0.0 LnGrp LOS B A A B B B B A A A A A
Approach Vol, veh/h 695 900 421 129
Approach Delay, s/veh 9.2 10.2 11.7 8.9
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 17.9 19.1 17.9 19.1
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 23.0 22.1 23.0 22.1
Max Q Clear Time (g_c+I1), s 10.3 11.4 4.0 9.5
Green Ext Time (p_c), s 2.3 3.2 0.7 4.5
Intersection Summary
HCM 6th Ctrl Delay 10.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 645 0 0 786 56 39 292 90 25 103 28 Future Volume (veh/h) 30 645 0 0 786 56 39 292 90 25 103 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 0 1786 1786 1800 1800 1800 1786 1715 1715 Adj Flow Rate, veh/h 32 686 0 0 836 60 41 311 96 27 110 30 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, % 2 2 2 0 1 1 0 0 0 1 1 1
Cap, veh/h 286 1350 0 0 1287 92 127 424 124 164 499 495 Arrive On Green 0.40 0.40 0.00 0.00 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 556 3455 0 0 3300 230 84 1246 363 164 1466 1453 Grp Volume(v), veh/h 32 686 0 0 442 454 448 0 0 137 0 30 Grp Sat Flow(s),veh/h/ln 556 1683 0 0 1697 1744 1693 0 0 1630 0 1453 Q Serve(g_s), s 2.0 6.1 0.0 0.0 8.4 8.4 3.3 0.0 0.0 0.0 0.0 0.6 Cycle Q Clear(g_c), s 10.4 6.1 0.0 0.0 8.4 8.4 9.3 0.0 0.0 2.3 0.0 0.6 Prop In Lane 1.00 0.00 0.00 0.13 0.09 0.21 0.20 1.00
Lane Grp Cap(c), veh/h 286 1350 0 0 680 699 675 0 0 663 0 495 V/C Ratio(X) 0.11 0.51 0.00 0.00 0.65 0.65 0.66 0.00 0.00 0.21 0.00 0.06 Avail Cap(c_a), veh/h 379 1910 0 0 962 990 1031 0 0 974 0 806 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 0.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.9 9.0 0.0 0.0 9.7 9.7 11.7 0.0 0.0 9.4 0.0 8.8 Incr Delay (d2), s/veh 0.2 0.3 0.0 0.0 1.1 1.0 1.1 0.0 0.0 0.2 0.0 0.1 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 0.2 1.7 0.0 0.0 2.4 2.5 3.0 0.0 0.0 0.7 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.0 9.3 0.0 0.0 10.7 10.7 12.8 0.0 0.0 9.6 0.0 8.9 LnGrp LOS B A A A B B B A A A A A
Approach Vol, veh/h 718 896 448 167
Approach Delay, s/veh 9.5 10.7 12.8 9.4
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 21.4 18.5 21.4 18.5
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 22.6 22.1 22.6 22.1
Max Q Clear Time (g_c+I1), s 12.4 11.3 10.4 4.3
Green Ext Time (p_c), s 3.6 2.2 4.6 0.8
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 620 64 92 728 19 52 33 20 28 101 40 Future Volume (vph) 11 620 64 92 728 19 52 33 20 28 101 40 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.97 0.97
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1478 3196 1478 3229 1677 1711
Flt Permitted 0.29 1.00 0.33 1.00 0.80 0.93
Satd. Flow (perm) 454 3196 510 3229 1367 1608
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 12 667 69 99 783 20 56 35 22 30 109 43
RTOR Reduction (vph) 0 11 0 0 2 0 0 16 0 0 21 0
Lane Group Flow (vph) 12 725 0 99 801 0 0 97 0 0 161 0
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 21.6 21.6 21.6 21.6 10.8 10.8
Effective Green, g (s) 21.6 21.6 21.6 21.6 10.8 10.8
Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.21 0.21
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 194 1372 219 1386 293 345
v/s Ratio Prot 0.23 c0.25
v/s Ratio Perm 0.03 0.19 0.07 c0.10
v/c Ratio 0.06 0.53 0.45 0.58 0.33 0.47
Uniform Delay, d1 8.4 10.6 10.2 10.9 16.7 17.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.4 1.5 0.6 0.7 1.0
Delay (s) 8.5 11.0 11.6 11.5 17.4 18.2
Level of Service A B B B B B
Approach Delay (s) 10.9 11.5 17.4 18.2
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 50.3 Sum of lost time (s) 15.9 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 159 479 111 72 702 91 102 576 65 90 444 227 Future Volume (veh/h) 159 479 111 72 702 91 102 576 65 90 444 227 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1660 1758 1758 Adj Flow Rate, veh/h 169 510 0 77 747 0 109 613 69 96 472 241 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, % 2 2 2 2 2 2 2 2 2 3 3 3
Cap, veh/h 331 985 388 909 346 749 84 312 862 384
Arrive On Green 0.12 0.29 0.00 0.10 0.27 0.00 0.10 0.25 0.25 0.11 0.26 0.26 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 3051 343 1581 3340 1490 Grp Volume(v), veh/h 169 510 0 77 747 0 109 338 344 96 472 241 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1710 1581 1670 1490 Q Serve(g_s), s 5.2 9.1 0.0 2.3 15.0 0.0 3.5 13.7 13.7 3.0 8.8 10.3 Cycle Q Clear(g_c), s 5.2 9.1 0.0 2.3 15.0 0.0 3.5 13.7 13.7 3.0 8.8 10.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 331 985 388 909 346 414 420 312 862 384 V/C Ratio(X) 0.51 0.52 0.20 0.82 0.32 0.82 0.82 0.31 0.55 0.63 Avail Cap(c_a), veh/h 344 1076 437 1076 372 489 497 319 970 433 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.1 21.3 0.0 15.6 24.7 0.0 17.2 25.7 25.7 17.5 23.2 23.7 Incr Delay (d2), s/veh 1.2 0.4 0.0 0.2 4.5 0.0 0.5 9.0 9.1 0.6 0.5 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 3.4 0.0 0.8 6.1 0.0 1.3 6.3 6.4 1.1 3.4 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.4 21.7 0.0 15.8 29.2 0.0 17.7 34.7 34.8 18.0 23.7 26.1 LnGrp LOS B C B C B C C B C C
Approach Vol, veh/h 679 A 824 A 791 809
Approach Delay, s/veh 20.9 28.0 32.4 23.7
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 22.4 11.3 26.4 11.3 23.3 12.9 24.8 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 21.0 * 9.3 23.1 * 8.3 21.0 * 9.3 23.1 Max Q Clear Time (g_c+I1), s 5.0 15.7 4.3 11.1 5.5 12.3 7.2 17.0 Green Ext Time (p_c), s 0.1 2.0 0.1 2.6 0.1 2.7 0.1 2.5 Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 365 97 64 551 44 164 543 69 91 313 205 Future Volume (veh/h) 141 365 97 64 551 44 164 543 69 91 313 205 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1673 1772 1772 Adj Flow Rate, veh/h 148 384 102 67 580 46 173 572 73 96 329 216 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, % 1 1 1 1 1 1 1 1 1 2 2 2
Cap, veh/h 183 486 412 136 774 61 211 1321 168 274 422 529 Arrive On Green 0.11 0.27 0.27 0.08 0.24 0.24 0.13 0.44 0.44 0.24 0.24 0.24 Sat Flow, veh/h 1606 1786 1514 1606 3185 252 1606 3028 385 703 1772 1502 Grp Volume(v), veh/h 148 384 102 67 308 318 173 320 325 96 329 216 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1741 1606 1697 1717 703 1772 1502 Q Serve(g_s), s 6.1 13.5 3.6 2.7 11.4 11.4 7.1 8.9 8.9 8.1 11.7 7.4 Cycle Q Clear(g_c), s 6.1 13.5 3.6 2.7 11.4 11.4 7.1 8.9 8.9 8.1 11.7 7.4 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 183 486 412 136 412 423 211 740 749 274 422 529 V/C Ratio(X) 0.81 0.79 0.25 0.49 0.75 0.75 0.82 0.43 0.43 0.35 0.78 0.41 Avail Cap(c_a), veh/h 281 764 647 190 630 647 297 982 993 336 579 662 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 29.2 22.8 19.2 29.5 23.7 23.7 28.6 13.2 13.3 22.7 24.1 16.6 Incr Delay (d2), s/veh 9.8 3.0 0.3 2.7 2.7 2.7 11.7 0.4 0.4 0.8 4.6 0.5 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 2.7 5.7 1.2 1.1 4.6 4.7 3.3 3.2 3.3 1.4 5.2 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.0 25.8 19.5 32.3 26.4 26.4 40.3 13.6 13.7 23.5 28.7 17.1 LnGrp LOS D C B C C C D B B C C B
Approach Vol, veh/h 634 693 818 641
Approach Delay, s/veh 27.9 27.0 19.3 24.0
Approach LOS C C B C
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.9 23.3 34.4 11.9 21.3 13.4 21.0 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 28.9 39.1 * 12 25.1 12.5 22.1 Max Q Clear Time (g_c+I1), s 4.7 15.5 10.9 8.1 13.4 9.1 13.7 Green Ext Time (p_c), s 0.0 2.3 4.6 0.1 3.0 0.1 2.4
Intersection Summary
HCM 6th Ctrl Delay 24.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 857 108 114 934 44 41 193 73 32 284 38 Future Volume (veh/h) 49 857 108 114 934 44 41 193 73 32 284 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 52 902 114 120 983 46 43 203 77 34 299 40 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, % 1 1 1 1 1 1 0 0 0 0 0 0
Cap, veh/h 308 1599 202 310 1741 81 119 313 109 103 396 50 Arrive On Green 0.53 0.53 0.53 0.53 0.53 0.53 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 494 3031 383 500 3300 154 135 1151 403 87 1457 186 Grp Volume(v), veh/h 52 505 511 120 505 524 323 0 0 373 0 0 Grp Sat Flow(s),veh/h/ln 494 1697 1717 500 1697 1758 1689 0 0 1730 0 0 Q Serve(g_s), s 3.9 9.9 9.9 10.5 9.9 9.9 0.0 0.0 0.0 1.5 0.0 0.0 Cycle Q Clear(g_c), s 13.8 9.9 9.9 20.3 9.9 9.9 8.2 0.0 0.0 9.7 0.0 0.0 Prop In Lane 1.00 0.22 1.00 0.09 0.13 0.24 0.09 0.11
Lane Grp Cap(c), veh/h 308 895 906 310 895 927 542 0 0 550 0 0 V/C Ratio(X) 0.17 0.56 0.56 0.39 0.56 0.56 0.60 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 332 978 989 334 978 1013 806 0 0 830 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.5 7.8 7.8 14.7 7.8 7.8 16.1 0.0 0.0 16.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.6 0.6 0.8 0.6 0.6 1.1 0.0 0.0 1.5 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 0.4 2.6 2.6 1.0 2.6 2.7 3.1 0.0 0.0 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.7 8.5 8.5 15.5 8.5 8.4 17.1 0.0 0.0 18.0 0.0 0.0 LnGrp LOS B A A B A A B A A B A A
Approach Vol, veh/h 1068 1149 323 373
Approach Delay, s/veh 8.7 9.2 17.1 18.0
Approach LOS A A B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 18.7 30.6 18.7 30.6
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 21.7 28.4 21.7 28.4
Max Q Clear Time (g_c+I1), s 10.2 15.8 11.7 22.3
Green Ext Time (p_c), s 1.6 5.7 1.7 3.7
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 802 2 0 724 52 28 216 67 78 407 43 Future Volume (veh/h) 38 802 2 0 724 52 28 216 67 78 407 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 0 1786 1786 1800 1800 1800 1800 1728 1728 Adj Flow Rate, veh/h 40 844 2 0 762 55 29 227 71 82 428 45 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, % 1 1 1 0 1 1 0 0 0 0 0 0
Cap, veh/h 266 1277 3 0 1180 85 104 401 115 161 552 584 Arrive On Green 0.37 0.37 0.37 0.00 0.37 0.37 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 603 3473 8 0 3299 232 38 1006 289 166 1383 1464 Grp Volume(v), veh/h 40 412 434 0 403 414 327 0 0 510 0 45 Grp Sat Flow(s),veh/h/ln 603 1697 1784 0 1697 1744 1333 0 0 1549 0 1464 Q Serve(g_s), s 2.6 9.0 9.0 0.0 8.7 8.7 1.0 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 11.3 9.0 9.0 0.0 8.7 8.7 13.9 0.0 0.0 12.9 0.0 0.8 Prop In Lane 1.00 0.00 0.00 0.13 0.09 0.22 0.16 1.00
Lane Grp Cap(c), veh/h 266 624 656 0 624 641 621 0 0 712 0 584 V/C Ratio(X) 0.15 0.66 0.66 0.00 0.65 0.65 0.53 0.00 0.00 0.72 0.00 0.08 Avail Cap(c_a), veh/h 312 754 793 0 754 775 891 0 0 976 0 833 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.2 11.7 11.7 0.0 11.6 11.6 10.0 0.0 0.0 11.6 0.0 8.2 Incr Delay (d2), s/veh 0.3 1.6 1.5 0.0 1.4 1.4 0.7 0.0 0.0 1.6 0.0 0.1 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 0.3 2.9 3.1 0.0 2.8 2.9 2.0 0.0 0.0 3.8 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.5 13.3 13.2 0.0 13.0 12.9 10.7 0.0 0.0 13.2 0.0 8.3 LnGrp LOS B B B A B B B A A B A A
Approach Vol, veh/h 886 817 327 555
Approach Delay, s/veh 13.4 13.0 10.7 12.8
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 21.6 22.5 21.6 22.5
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 19.6 25.1 19.6 25.1
Max Q Clear Time (g_c+I1), s 13.3 15.9 10.7 14.9
Green Ext Time (p_c), s 2.9 1.4 3.4 2.7
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 28 928 31 36 1024 12 29 17 37 28 67 59 Future Volume (vph) 28 928 31 36 1024 12 29 17 37 28 67 59 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.94 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1492 3258 1492 3268 1646 1691
Flt Permitted 0.17 1.00 0.20 1.00 0.83 0.92
Satd. Flow (perm) 265 3258 313 3268 1386 1577
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 31 1031 34 40 1138 13 32 19 41 31 74 66 RTOR Reduction (vph) 0 3 0 0 1 0 0 35 0 0 46 0
Lane Group Flow (vph) 31 1062 0 40 1150 0 0 57 0 0 125 0 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 0% 0% 0%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 24.6 24.6 24.6 24.6 7.9 7.9
Effective Green, g (s) 24.6 24.6 24.6 24.6 7.9 7.9
Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.16 0.16
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 129 1590 152 1595 217 247
v/s Ratio Prot 0.33 c0.35
v/s Ratio Perm 0.12 0.13 0.04 c0.08
v/c Ratio 0.24 0.67 0.26 0.72 0.26 0.51
Uniform Delay, d1 7.5 9.8 7.6 10.2 18.7 19.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 1.1 0.9 1.6 0.7 1.6
Delay (s) 8.4 10.9 8.5 11.8 19.4 21.1
Level of Service A B A B B C
Approach Delay (s) 10.8 11.7 19.4 21.1
Approach LOS B B B C
Intersection Summary
HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 50.4 Sum of lost time (s) 15.9 Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 131 791 230 101 618 143 96 432 125 134 558 160 Future Volume (veh/h) 131 791 230 101 618 143 96 432 125 134 558 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 136 824 0 105 644 0 100 450 130 140 581 167 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, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 377 995 321 970 311 577 165 328 807 360
Arrive On Green 0.12 0.29 0.00 0.11 0.29 0.00 0.10 0.22 0.22 0.11 0.24 0.24 Sat Flow, veh/h 1606 3393 1514 1606 3393 1514 1606 2603 746 1606 3393 1514 Grp Volume(v), veh/h 136 824 0 105 644 0 100 292 288 140 581 167 Grp Sat Flow(s),veh/h/ln 1606 1697 1514 1606 1697 1514 1606 1697 1652 1606 1697 1514 Q Serve(g_s), s 3.9 16.0 0.0 3.0 11.8 0.0 3.2 11.4 11.6 4.5 11.1 6.7 Cycle Q Clear(g_c), s 3.9 16.0 0.0 3.0 11.8 0.0 3.2 11.4 11.6 4.5 11.1 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 377 995 321 970 311 376 366 328 807 360 V/C Ratio(X) 0.36 0.83 0.33 0.66 0.32 0.78 0.79 0.43 0.72 0.46 Avail Cap(c_a), veh/h 399 1152 354 1152 343 487 474 335 974 434 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.8 23.2 0.0 15.7 22.2 0.0 18.2 25.8 25.8 18.2 24.7 23.0 Incr Delay (d2), s/veh 0.6 4.6 0.0 0.6 1.1 0.0 0.6 5.9 6.5 0.9 2.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 6.5 0.0 1.0 4.5 0.0 1.2 5.0 5.0 1.7 4.5 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.4 27.8 0.0 16.3 23.3 0.0 18.8 31.6 32.3 19.1 26.8 23.9 LnGrp LOS B C B C B C C B C C
Approach Vol, veh/h 960 A 749 A 680 888
Approach Delay, s/veh 26.0 22.3 30.0 25.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 20.2 12.0 25.9 11.1 21.3 12.6 25.4 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 20.2 * 9.3 23.9 * 8.3 20.2 * 9.3 23.9 Max Q Clear Time (g_c+I1), s 6.5 13.6 5.0 18.0 5.2 13.1 5.9 13.8 Green Ext Time (p_c), s 0.1 2.0 0.1 2.7 0.1 2.7 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 139 544 154 94 505 81 122 335 79 95 453 334 Future Volume (veh/h) 139 544 154 94 505 81 122 335 79 95 453 334 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1700 1800 1800 1687 1786 1786 Adj Flow Rate, veh/h 142 555 157 96 515 83 124 342 81 97 462 341 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, % 1 1 1 1 1 1 0 0 0 1 1 1
Cap, veh/h 172 590 500 133 896 144 146 1175 275 330 510 594 Arrive On Green 0.11 0.33 0.33 0.08 0.31 0.31 0.09 0.43 0.43 0.29 0.29 0.29 Sat Flow, veh/h 1606 1786 1514 1606 2928 470 1619 2751 643 869 1786 1514 Grp Volume(v), veh/h 142 555 157 96 298 300 124 211 212 97 462 341 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1701 1619 1710 1684 869 1786 1514 Q Serve(g_s), s 7.6 26.4 6.8 5.1 12.9 13.0 6.6 7.1 7.2 7.9 21.8 15.5 Cycle Q Clear(g_c), s 7.6 26.4 6.8 5.1 12.9 13.0 6.6 7.1 7.2 7.9 21.8 15.5 Prop In Lane 1.00 1.00 1.00 0.28 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 172 590 500 133 519 520 146 730 719 330 510 594 V/C Ratio(X) 0.83 0.94 0.31 0.72 0.57 0.58 0.85 0.29 0.29 0.29 0.91 0.57 Avail Cap(c_a), veh/h 231 602 510 147 519 520 146 752 741 342 533 613 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 38.3 28.5 21.9 39.2 25.6 25.6 39.2 16.4 16.4 25.1 30.1 20.8 Incr Delay (d2), s/veh 16.2 22.9 0.4 14.5 1.5 1.6 34.7 0.2 0.2 0.5 18.8 1.2 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 3.7 14.5 2.4 2.5 5.3 5.3 4.0 2.8 2.8 1.7 11.8 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.5 51.3 22.2 53.7 27.1 27.2 74.0 16.6 16.7 25.6 48.9 22.1 LnGrp LOS D D C D C C E B B C D C
Approach Vol, veh/h 854 694 547 900
Approach Delay, s/veh 46.5 30.8 29.6 36.2
Approach LOS D C C D
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 33.8 42.3 13.6 31.7 12.4 29.9 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 29.5 38.5 * 13 24.9 7.9 26.1 Max Q Clear Time (g_c+I1), s 7.1 28.4 9.2 9.6 15.0 8.6 23.8 Green Ext Time (p_c), s 0.0 0.5 2.8 0.1 2.6 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 36.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 505 South Oak Knoll Avenue Residential
Local Mobility Analysis
Draft Report
Iteris, Inc. |
Existing with Project Conditions
HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 562 54 42 757 43 54 232 106 27 68 26 Future Volume (veh/h) 32 562 54 42 757 43 54 232 106 27 68 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1786 1786 1786 1786 1786 1786 Adj Flow Rate, veh/h 34 604 58 45 814 46 58 249 114 29 73 28 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1
Cap, veh/h 303 1222 117 365 1276 72 157 360 151 186 370 120 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 575 3104 298 692 3239 183 138 1061 445 197 1090 353 Grp Volume(v), veh/h 34 327 335 45 423 437 421 0 0 130 0 0 Grp Sat Flow(s),veh/h/ln 575 1683 1718 692 1683 1739 1644 0 0 1641 0 0 Q Serve(g_s), s 1.9 5.4 5.4 1.9 7.6 7.6 3.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.4 5.4 5.4 7.4 7.6 7.6 8.3 0.0 0.0 2.0 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.11 0.14 0.27 0.22 0.22
Lane Grp Cap(c), veh/h 303 663 677 365 663 685 669 0 0 676 0 0 V/C Ratio(X) 0.11 0.49 0.49 0.12 0.64 0.64 0.63 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh/h 419 1002 1023 504 1002 1035 1119 0 0 1084 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.9 8.5 8.5 11.3 9.1 9.1 10.8 0.0 0.0 8.8 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.6 0.6 0.1 1.0 1.0 1.0 0.0 0.0 0.1 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 0.2 1.4 1.4 0.2 2.0 2.0 2.5 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.1 9.0 9.0 11.4 10.1 10.1 11.8 0.0 0.0 8.9 0.0 0.0 LnGrp LOS B A A B B B B A A A A A
Approach Vol, veh/h 696 905 421 130
Approach Delay, s/veh 9.2 10.2 11.8 8.9
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 17.9 19.2 17.9 19.2
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 23.0 22.1 23.0 22.1
Max Q Clear Time (g_c+I1), s 10.3 11.4 4.0 9.6
Green Ext Time (p_c), s 2.3 3.2 0.7 4.6
Intersection Summary
HCM 6th Ctrl Delay 10.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 646 0 0 789 56 39 292 90 25 103 28 Future Volume (veh/h) 30 646 0 0 789 56 39 292 90 25 103 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 0 1786 1786 1800 1800 1800 1786 1715 1715 Adj Flow Rate, veh/h 32 687 0 0 839 60 41 311 96 27 110 30 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, % 2 2 2 0 1 1 0 0 0 1 1 1
Cap, veh/h 286 1352 0 0 1289 92 127 424 123 164 499 495 Arrive On Green 0.40 0.40 0.00 0.00 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 554 3455 0 0 3301 230 84 1246 363 164 1465 1453 Grp Volume(v), veh/h 32 687 0 0 443 456 448 0 0 137 0 30 Grp Sat Flow(s),veh/h/ln 554 1683 0 0 1697 1745 1693 0 0 1630 0 1453 Q Serve(g_s), s 2.0 6.1 0.0 0.0 8.4 8.4 3.3 0.0 0.0 0.0 0.0 0.6 Cycle Q Clear(g_c), s 10.4 6.1 0.0 0.0 8.4 8.4 9.4 0.0 0.0 2.3 0.0 0.6 Prop In Lane 1.00 0.00 0.00 0.13 0.09 0.21 0.20 1.00
Lane Grp Cap(c), veh/h 286 1352 0 0 681 700 675 0 0 663 0 495 V/C Ratio(X) 0.11 0.51 0.00 0.00 0.65 0.65 0.66 0.00 0.00 0.21 0.00 0.06 Avail Cap(c_a), veh/h 377 1907 0 0 961 988 1029 0 0 973 0 805 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 0.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.9 9.0 0.0 0.0 9.7 9.7 11.7 0.0 0.0 9.4 0.0 8.9 Incr Delay (d2), s/veh 0.2 0.3 0.0 0.0 1.1 1.0 1.1 0.0 0.0 0.2 0.0 0.1 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 0.2 1.7 0.0 0.0 2.4 2.5 3.0 0.0 0.0 0.7 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.1 9.3 0.0 0.0 10.7 10.7 12.9 0.0 0.0 9.6 0.0 8.9 LnGrp LOS B A A A B B B A A A A A
Approach Vol, veh/h 719 899 448 167
Approach Delay, s/veh 9.5 10.7 12.9 9.5
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 21.4 18.5 21.4 18.5
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 22.6 22.1 22.6 22.1
Max Q Clear Time (g_c+I1), s 12.4 11.4 10.4 4.3
Green Ext Time (p_c), s 3.6 2.2 4.6 0.8
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 620 65 94 728 19 56 34 25 28 102 40 Future Volume (vph) 11 620 65 94 728 19 56 34 25 28 102 40 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.97 0.97
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1478 3195 1478 3229 1672 1712
Flt Permitted 0.29 1.00 0.33 1.00 0.79 0.93
Satd. Flow (perm) 453 3195 508 3229 1356 1606
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 12 667 70 101 783 20 60 37 27 30 110 43 RTOR Reduction (vph) 0 11 0 0 2 0 0 19 0 0 20 0
Lane Group Flow (vph) 12 726 0 101 801 0 0 105 0 0 163 0 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 21.6 21.6 21.6 21.6 10.9 10.9
Effective Green, g (s) 21.6 21.6 21.6 21.6 10.9 10.9
Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.22 0.22
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 194 1369 217 1383 293 347
v/s Ratio Prot 0.23 c0.25
v/s Ratio Perm 0.03 0.20 0.08 c0.10
v/c Ratio 0.06 0.53 0.47 0.58 0.36 0.47
Uniform Delay, d1 8.5 10.6 10.3 10.9 16.8 17.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.4 1.6 0.6 0.8 1.0
Delay (s) 8.6 11.0 11.9 11.5 17.5 18.2
Level of Service A B B B B B
Approach Delay (s) 11.0 11.6 17.5 18.2
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 50.4 Sum of lost time (s) 15.9 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 481 111 72 703 91 102 576 65 90 444 228 Future Volume (veh/h) 162 481 111 72 703 91 102 576 65 90 444 228 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1660 1758 1758 Adj Flow Rate, veh/h 172 512 0 77 748 0 109 613 69 96 472 243 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, % 2 2 2 2 2 2 2 2 2 3 3 3
Cap, veh/h 331 986 388 910 346 749 84 312 862 384
Arrive On Green 0.12 0.29 0.00 0.10 0.27 0.00 0.10 0.25 0.25 0.11 0.26 0.26 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 3051 343 1581 3340 1490 Grp Volume(v), veh/h 172 512 0 77 748 0 109 338 344 96 472 243 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1710 1581 1670 1490 Q Serve(g_s), s 5.3 9.2 0.0 2.3 15.1 0.0 3.5 13.7 13.8 3.0 8.8 10.5 Cycle Q Clear(g_c), s 5.3 9.2 0.0 2.3 15.1 0.0 3.5 13.7 13.8 3.0 8.8 10.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 331 986 388 910 346 413 420 312 862 384 V/C Ratio(X) 0.52 0.52 0.20 0.82 0.32 0.82 0.82 0.31 0.55 0.63 Avail Cap(c_a), veh/h 344 1075 436 1075 372 489 497 318 970 433 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.2 21.3 0.0 15.6 24.8 0.0 17.2 25.7 25.8 17.5 23.2 23.8 Incr Delay (d2), s/veh 1.3 0.4 0.0 0.2 4.5 0.0 0.5 9.0 9.1 0.6 0.5 2.5 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 1.9 3.4 0.0 0.8 6.1 0.0 1.3 6.3 6.4 1.1 3.4 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.4 21.8 0.0 15.9 29.3 0.0 17.8 34.8 34.9 18.0 23.7 26.3 LnGrp LOS B C B C B C C B C C
Approach Vol, veh/h 684 A 825 A 791 811
Approach Delay, s/veh 20.9 28.0 32.5 23.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 22.4 11.3 26.5 11.3 23.3 12.9 24.8 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 21.0 * 9.3 23.1 * 8.3 21.0 * 9.3 23.1 Max Q Clear Time (g_c+I1), s 5.0 15.8 4.3 11.2 5.5 12.5 7.3 17.1 Green Ext Time (p_c), s 0.1 2.0 0.1 2.6 0.1 2.7 0.1 2.5 Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 367 97 64 552 44 164 543 69 91 313 205 Future Volume (veh/h) 141 367 97 64 552 44 164 543 69 91 313 205 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1673 1772 1772 Adj Flow Rate, veh/h 148 386 102 67 581 46 173 572 73 96 329 216 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, % 1 1 1 1 1 1 1 1 1 2 2 2
Cap, veh/h 183 486 412 136 775 61 211 1320 168 274 422 529 Arrive On Green 0.11 0.27 0.27 0.08 0.24 0.24 0.13 0.44 0.44 0.24 0.24 0.24 Sat Flow, veh/h 1606 1786 1514 1606 3186 252 1606 3028 385 703 1772 1502 Grp Volume(v), veh/h 148 386 102 67 309 318 173 320 325 96 329 216 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1741 1606 1697 1717 703 1772 1502 Q Serve(g_s), s 6.1 13.6 3.6 2.7 11.4 11.4 7.1 8.9 8.9 8.2 11.7 7.4 Cycle Q Clear(g_c), s 6.1 13.6 3.6 2.7 11.4 11.4 7.1 8.9 8.9 8.2 11.7 7.4 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.22 1.00 1.00
Lane Grp Cap(c), veh/h 183 486 412 136 413 423 211 740 748 274 422 529 V/C Ratio(X) 0.81 0.79 0.25 0.49 0.75 0.75 0.82 0.43 0.43 0.35 0.78 0.41 Avail Cap(c_a), veh/h 280 763 647 190 630 646 297 981 993 336 579 662 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 29.2 22.8 19.2 29.6 23.7 23.7 28.6 13.3 13.3 22.7 24.1 16.6 Incr Delay (d2), s/veh 9.8 3.1 0.3 2.7 2.7 2.7 11.8 0.4 0.4 0.8 4.6 0.5 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 2.7 5.7 1.2 1.1 4.6 4.7 3.3 3.2 3.3 1.4 5.3 2.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.0 25.9 19.5 32.3 26.4 26.4 40.4 13.7 13.7 23.5 28.7 17.1 LnGrp LOS D C B C C C D B B C C B
Approach Vol, veh/h 636 694 818 641
Approach Delay, s/veh 28.0 27.0 19.3 24.0
Approach LOS C C B C
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.9 23.3 34.4 11.9 21.3 13.4 21.0 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 28.9 39.1 * 12 25.1 12.5 22.1 Max Q Clear Time (g_c+I1), s 4.7 15.6 10.9 8.1 13.4 9.1 13.7 Green Ext Time (p_c), s 0.0 2.3 4.6 0.1 3.0 0.1 2.4
Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 859 108 114 936 45 41 193 73 34 284 38 Future Volume (veh/h) 49 859 108 114 936 45 41 193 73 34 284 38 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 52 904 114 120 985 47 43 203 77 36 299 40 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, % 1 1 1 1 1 1 0 0 0 0 0 0
Cap, veh/h 306 1598 202 309 1738 83 119 314 110 105 395 50 Arrive On Green 0.53 0.53 0.53 0.53 0.53 0.53 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 493 3032 382 499 3297 157 135 1151 403 93 1450 184 Grp Volume(v), veh/h 52 506 512 120 507 525 323 0 0 375 0 0 Grp Sat Flow(s),veh/h/ln 493 1697 1717 499 1697 1758 1689 0 0 1728 0 0 Q Serve(g_s), s 3.9 9.9 9.9 10.5 10.0 10.0 0.0 0.0 0.0 1.5 0.0 0.0 Cycle Q Clear(g_c), s 13.9 9.9 9.9 20.5 10.0 10.0 8.2 0.0 0.0 9.8 0.0 0.0 Prop In Lane 1.00 0.22 1.00 0.09 0.13 0.24 0.10 0.11
Lane Grp Cap(c), veh/h 306 895 905 309 895 927 543 0 0 551 0 0 V/C Ratio(X) 0.17 0.57 0.57 0.39 0.57 0.57 0.60 0.00 0.00 0.68 0.00 0.00 Avail Cap(c_a), veh/h 329 974 986 332 974 1009 803 0 0 826 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.6 7.9 7.9 14.8 7.9 7.9 16.1 0.0 0.0 16.6 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.6 0.6 0.8 0.7 0.6 1.0 0.0 0.0 1.5 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 0.4 2.6 2.6 1.0 2.6 2.7 3.1 0.0 0.0 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.8 8.5 8.5 15.6 8.5 8.5 17.1 0.0 0.0 18.1 0.0 0.0 LnGrp LOS B A A B A A B A A B A A
Approach Vol, veh/h 1070 1152 323 375
Approach Delay, s/veh 8.7 9.3 17.1 18.1
Approach LOS A A B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 18.8 30.7 18.8 30.7
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 21.7 28.4 21.7 28.4
Max Q Clear Time (g_c+I1), s 10.2 15.9 11.8 22.5
Green Ext Time (p_c), s 1.6 5.6 1.7 3.6
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 804 2 0 726 52 28 216 67 78 407 43 Future Volume (veh/h) 38 804 2 0 726 52 28 216 67 78 407 43 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 0 1786 1786 1800 1800 1800 1800 1728 1728 Adj Flow Rate, veh/h 40 846 2 0 764 55 29 227 71 82 428 45 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, % 1 1 1 0 1 1 0 0 0 0 0 0
Cap, veh/h 268 1249 3 0 1155 83 108 397 114 166 551 577 Arrive On Green 0.36 0.36 0.36 0.00 0.36 0.36 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow, veh/h 602 3473 8 0 3299 231 37 1007 290 167 1398 1464 Grp Volume(v), veh/h 40 413 435 0 404 415 327 0 0 510 0 45 Grp Sat Flow(s),veh/h/ln 602 1697 1784 0 1697 1744 1334 0 0 1564 0 1464 Q Serve(g_s), s 2.5 8.6 8.6 0.0 8.4 8.4 0.9 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 10.9 8.6 8.6 0.0 8.4 8.4 13.0 0.0 0.0 12.1 0.0 0.8 Prop In Lane 1.00 0.00 0.00 0.13 0.09 0.22 0.16 1.00
Lane Grp Cap(c), veh/h 268 610 642 0 610 627 620 0 0 716 0 577 V/C Ratio(X) 0.15 0.68 0.68 0.00 0.66 0.66 0.53 0.00 0.00 0.71 0.00 0.08 Avail Cap(c_a), veh/h 299 698 734 0 698 717 848 0 0 939 0 788 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.8 11.3 11.3 0.0 11.3 11.3 9.6 0.0 0.0 11.1 0.0 7.9 Incr Delay (d2), s/veh 0.3 2.2 2.1 0.0 1.9 1.9 0.7 0.0 0.0 1.7 0.0 0.1 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 0.3 2.9 3.0 0.0 2.7 2.8 1.9 0.0 0.0 3.6 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.1 13.5 13.4 0.0 13.2 13.1 10.3 0.0 0.0 12.9 0.0 8.0 LnGrp LOS B B B A B B B A A B A A
Approach Vol, veh/h 888 819 327 555
Approach Delay, s/veh 13.6 13.2 10.3 12.5
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.4 21.4 20.4 21.4
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 17.2 22.5 17.2 22.5
Max Q Clear Time (g_c+I1), s 12.9 15.0 10.4 14.1
Green Ext Time (p_c), s 2.2 1.2 2.9 2.4
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 28 928 34 40 1024 12 31 18 40 28 68 59 Future Volume (vph) 28 928 34 40 1024 12 31 18 40 28 68 59 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.94 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1492 3256 1492 3268 1646 1692
Flt Permitted 0.17 1.00 0.20 1.00 0.82 0.93
Satd. Flow (perm) 264 3256 310 3268 1376 1586
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 31 1031 38 44 1138 13 34 20 44 31 76 66 RTOR Reduction (vph) 0 3 0 0 1 0 0 37 0 0 45 0
Lane Group Flow (vph) 31 1066 0 44 1150 0 0 61 0 0 128 0 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 0% 0% 0%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 24.6 24.6 24.6 24.6 8.0 8.0
Effective Green, g (s) 24.6 24.6 24.6 24.6 8.0 8.0
Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.16 0.16
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 128 1586 151 1591 217 251
v/s Ratio Prot 0.33 c0.35
v/s Ratio Perm 0.12 0.14 0.04 c0.08
v/c Ratio 0.24 0.67 0.29 0.72 0.28 0.51
Uniform Delay, d1 7.5 9.9 7.7 10.3 18.7 19.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 1.1 1.1 1.7 0.7 1.8
Delay (s) 8.5 11.0 8.8 11.9 19.4 21.2
Level of Service A B A B B C
Approach Delay (s) 10.9 11.8 19.4 21.2
Approach LOS B B B C
Intersection Summary
HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 50.5 Sum of lost time (s) 15.9 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 792 230 101 620 143 96 432 125 134 558 163 Future Volume (veh/h) 133 792 230 101 620 143 96 432 125 134 558 163 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 139 825 0 105 646 0 100 450 130 140 581 170 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, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 377 996 321 969 310 577 165 328 807 360
Arrive On Green 0.12 0.29 0.00 0.11 0.29 0.00 0.10 0.22 0.22 0.11 0.24 0.24 Sat Flow, veh/h 1606 3393 1514 1606 3393 1514 1606 2603 746 1606 3393 1514 Grp Volume(v), veh/h 139 825 0 105 646 0 100 292 288 140 581 170 Grp Sat Flow(s),veh/h/ln 1606 1697 1514 1606 1697 1514 1606 1697 1652 1606 1697 1514 Q Serve(g_s), s 4.0 16.0 0.0 3.0 11.8 0.0 3.2 11.4 11.6 4.5 11.1 6.8 Cycle Q Clear(g_c), s 4.0 16.0 0.0 3.0 11.8 0.0 3.2 11.4 11.6 4.5 11.1 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 377 996 321 969 310 376 366 328 807 360 V/C Ratio(X) 0.37 0.83 0.33 0.67 0.32 0.78 0.79 0.43 0.72 0.47 Avail Cap(c_a), veh/h 398 1152 354 1152 343 487 474 335 973 434 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.9 23.2 0.0 15.7 22.2 0.0 18.2 25.8 25.8 18.2 24.7 23.0 Incr Delay (d2), s/veh 0.6 4.6 0.0 0.6 1.1 0.0 0.6 5.9 6.5 0.9 2.1 1.0 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 1.4 6.5 0.0 1.0 4.5 0.0 1.2 5.1 5.0 1.7 4.5 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.5 27.8 0.0 16.3 23.3 0.0 18.8 31.6 32.4 19.1 26.8 24.0 LnGrp LOS B C B C B C C B C C
Approach Vol, veh/h 964 A 751 A 680 891
Approach Delay, s/veh 26.0 22.4 30.1 25.0
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 20.2 12.0 26.0 11.1 21.3 12.6 25.4 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 20.2 * 9.3 23.9 * 8.3 20.2 * 9.3 23.9 Max Q Clear Time (g_c+I1), s 6.5 13.6 5.0 18.0 5.2 13.1 6.0 13.8 Green Ext Time (p_c), s 0.1 2.0 0.1 2.7 0.1 2.7 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
Existing with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 139 545 154 94 507 81 122 335 79 95 453 334 Future Volume (veh/h) 139 545 154 94 507 81 122 335 79 95 453 334 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1700 1800 1800 1687 1786 1786 Adj Flow Rate, veh/h 142 556 157 96 517 83 124 342 81 97 462 341 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, % 1 1 1 1 1 1 0 0 0 1 1 1
Cap, veh/h 172 591 500 133 897 143 146 1174 275 330 509 594 Arrive On Green 0.11 0.33 0.33 0.08 0.31 0.31 0.09 0.43 0.43 0.29 0.29 0.29 Sat Flow, veh/h 1606 1786 1514 1606 2930 468 1619 2751 643 869 1786 1514 Grp Volume(v), veh/h 142 556 157 96 299 301 124 211 212 97 462 341 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1702 1619 1710 1684 869 1786 1514 Q Serve(g_s), s 7.6 26.5 6.8 5.1 13.0 13.1 6.6 7.1 7.2 7.9 21.8 15.5 Cycle Q Clear(g_c), s 7.6 26.5 6.8 5.1 13.0 13.1 6.6 7.1 7.2 7.9 21.8 15.5 Prop In Lane 1.00 1.00 1.00 0.28 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 172 591 500 133 519 521 146 730 719 330 509 594 V/C Ratio(X) 0.83 0.94 0.31 0.72 0.57 0.58 0.85 0.29 0.29 0.29 0.91 0.57 Avail Cap(c_a), veh/h 231 602 510 147 519 521 146 752 741 341 532 613 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 38.3 28.5 21.9 39.2 25.6 25.6 39.2 16.4 16.4 25.2 30.2 20.9 Incr Delay (d2), s/veh 16.3 23.0 0.4 14.6 1.5 1.6 34.9 0.2 0.2 0.5 18.8 1.2 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 3.7 14.6 2.4 2.5 5.3 5.4 4.0 2.8 2.8 1.7 11.8 5.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.6 51.5 22.2 53.8 27.1 27.2 74.1 16.6 16.7 25.7 49.0 22.1 LnGrp LOS D D C D C C E B B C D C
Approach Vol, veh/h 855 696 547 900
Approach Delay, s/veh 46.6 30.8 29.7 36.3
Approach LOS D C C D
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.4 33.8 42.3 13.6 31.7 12.4 29.9 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 29.5 38.5 * 13 24.9 7.9 26.1 Max Q Clear Time (g_c+I1), s 7.1 28.5 9.2 9.6 15.1 8.6 23.8 Green Ext Time (p_c), s 0.0 0.5 2.8 0.1 2.6 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 36.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 505 South Oak Knoll Avenue Residential
Local Mobility Analysis
Draft Report
Iteris, Inc. |
Future Baseline Conditions
HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 573 56 43 770 42 56 237 109 27 70 27 Future Volume (veh/h) 33 573 56 43 770 42 56 237 109 27 70 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1786 1786 1786 1786 1786 1786 Adj Flow Rate, veh/h 35 616 60 46 828 45 60 255 117 29 75 29 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1
Cap, veh/h 296 1227 119 357 1285 70 156 364 153 182 375 123 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 568 3100 301 683 3247 176 140 1058 445 194 1091 358 Grp Volume(v), veh/h 35 334 342 46 429 444 432 0 0 133 0 0 Grp Sat Flow(s),veh/h/ln 568 1683 1718 683 1683 1740 1643 0 0 1644 0 0 Q Serve(g_s), s 2.0 5.7 5.7 2.1 7.9 7.9 3.9 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 9.9 5.7 5.7 7.8 7.9 7.9 8.8 0.0 0.0 2.1 0.0 0.0 Prop In Lane 1.00 0.18 1.00 0.10 0.14 0.27 0.22 0.22
Lane Grp Cap(c), veh/h 296 666 680 357 666 689 673 0 0 681 0 0 V/C Ratio(X) 0.12 0.50 0.50 0.13 0.64 0.64 0.64 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 401 977 997 483 977 1010 1091 0 0 1060 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.3 8.7 8.7 11.6 9.3 9.3 11.0 0.0 0.0 8.9 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.6 0.6 0.2 1.0 1.0 1.0 0.0 0.0 0.1 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 0.2 1.5 1.5 0.3 2.1 2.2 2.7 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.5 9.3 9.3 11.8 10.4 10.3 12.0 0.0 0.0 9.0 0.0 0.0 LnGrp LOS B A A B B B B A A A A A
Approach Vol, veh/h 711 919 432 133
Approach Delay, s/veh 9.5 10.4 12.0 9.0
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 18.4 19.7 18.4 19.7
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 23.0 22.1 23.0 22.1
Max Q Clear Time (g_c+I1), s 10.8 11.9 4.1 9.9
Green Ext Time (p_c), s 2.3 3.2 0.7 4.6
Intersection Summary
HCM 6th Ctrl Delay 10.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 658 0 0 802 58 40 298 92 26 106 29 Future Volume (veh/h) 31 658 0 0 802 58 40 298 92 26 106 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 0 1786 1786 1800 1800 1800 1786 1715 1715 Adj Flow Rate, veh/h 33 700 0 0 853 62 43 317 98 28 113 31 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, % 2 2 2 0 1 1 0 0 0 1 1 1
Cap, veh/h 279 1360 0 0 1295 94 127 427 125 164 503 500 Arrive On Green 0.40 0.40 0.00 0.00 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 546 3455 0 0 3297 233 88 1241 362 170 1461 1453 Grp Volume(v), veh/h 33 700 0 0 451 464 458 0 0 141 0 31 Grp Sat Flow(s),veh/h/ln 546 1683 0 0 1697 1744 1691 0 0 1630 0 1453 Q Serve(g_s), s 2.1 6.4 0.0 0.0 8.8 8.8 3.7 0.0 0.0 0.0 0.0 0.6 Cycle Q Clear(g_c), s 11.0 6.4 0.0 0.0 8.8 8.8 9.8 0.0 0.0 2.4 0.0 0.6 Prop In Lane 1.00 0.00 0.00 0.13 0.09 0.21 0.20 1.00
Lane Grp Cap(c), veh/h 279 1360 0 0 685 704 678 0 0 667 0 500 V/C Ratio(X) 0.12 0.51 0.00 0.00 0.66 0.66 0.68 0.00 0.00 0.21 0.00 0.06 Avail Cap(c_a), veh/h 360 1861 0 0 938 964 1004 0 0 951 0 785 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 0.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.4 9.2 0.0 0.0 9.9 9.9 12.0 0.0 0.0 9.6 0.0 9.0 Incr Delay (d2), s/veh 0.2 0.3 0.0 0.0 1.1 1.1 1.2 0.0 0.0 0.2 0.0 0.1 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 0.2 1.8 0.0 0.0 2.6 2.7 3.2 0.0 0.0 0.8 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.5 9.5 0.0 0.0 11.0 11.0 13.2 0.0 0.0 9.7 0.0 9.0 LnGrp LOS B A A A B B B A A A A A
Approach Vol, veh/h 733 915 458 172
Approach Delay, s/veh 9.7 11.0 13.2 9.6
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 21.9 19.0 21.9 19.0
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 22.6 22.1 22.6 22.1
Max Q Clear Time (g_c+I1), s 13.0 11.8 10.8 4.4
Green Ext Time (p_c), s 3.5 2.2 4.6 0.8
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 12 633 66 94 743 20 54 34 21 29 104 41 Future Volume (vph) 12 633 66 94 743 20 54 34 21 29 104 41 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.97 0.97
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1478 3195 1478 3228 1677 1711
Flt Permitted 0.28 1.00 0.32 1.00 0.79 0.93
Satd. Flow (perm) 438 3195 495 3228 1357 1606
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 13 681 71 101 799 22 58 37 23 31 112 44 RTOR Reduction (vph) 0 11 0 0 3 0 0 16 0 0 20 0
Lane Group Flow (vph) 13 741 0 101 818 0 0 102 0 0 167 0 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 21.7 21.7 21.7 21.7 11.0 11.0
Effective Green, g (s) 21.7 21.7 21.7 21.7 11.0 11.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.22 0.22
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 187 1370 212 1384 295 349
v/s Ratio Prot 0.23 c0.25
v/s Ratio Perm 0.03 0.20 0.07 c0.10
v/c Ratio 0.07 0.54 0.48 0.59 0.34 0.48
Uniform Delay, d1 8.5 10.7 10.4 11.1 16.7 17.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.4 1.7 0.7 0.7 1.0
Delay (s) 8.7 11.2 12.1 11.7 17.5 18.3
Level of Service A B B B B B
Approach Delay (s) 11.1 11.8 17.5 18.3
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 50.6 Sum of lost time (s) 15.9 Intersection Capacity Utilization 58.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 163 489 114 74 717 93 105 588 67 92 453 232 Future Volume (veh/h) 163 489 114 74 717 93 105 588 67 92 453 232 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1660 1758 1758 Adj Flow Rate, veh/h 173 520 0 79 763 0 112 626 71 98 482 247 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, % 2 2 2 2 2 2 2 2 2 3 3 3
Cap, veh/h 327 989 385 918 342 755 86 307 865 386
Arrive On Green 0.12 0.29 0.00 0.10 0.27 0.00 0.10 0.25 0.25 0.11 0.26 0.26 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 3048 345 1581 3340 1490 Grp Volume(v), veh/h 173 520 0 79 763 0 112 345 352 98 482 247 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1710 1581 1670 1490 Q Serve(g_s), s 5.4 9.4 0.0 2.4 15.6 0.0 3.6 14.2 14.2 3.1 9.1 10.8 Cycle Q Clear(g_c), s 5.4 9.4 0.0 2.4 15.6 0.0 3.6 14.2 14.2 3.1 9.1 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 327 989 385 918 342 417 424 307 865 386 V/C Ratio(X) 0.53 0.53 0.20 0.83 0.33 0.83 0.83 0.32 0.56 0.64 Avail Cap(c_a), veh/h 341 1069 431 1064 367 481 489 313 955 426 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 21.5 0.0 15.7 25.0 0.0 17.4 26.0 26.0 17.7 23.4 24.0 Incr Delay (d2), s/veh 1.4 0.4 0.0 0.3 5.0 0.0 0.6 10.2 10.2 0.6 0.6 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 1.9 3.5 0.0 0.8 6.4 0.0 1.3 6.7 6.8 1.1 3.6 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.8 22.0 0.0 15.9 30.0 0.0 17.9 36.2 36.3 18.3 24.0 26.8 LnGrp LOS B C B C B D D B C C
Approach Vol, veh/h 693 A 842 A 809 827
Approach Delay, s/veh 21.2 28.7 33.7 24.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 22.7 11.4 26.8 11.4 23.5 12.9 25.2 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 20.9 * 9.3 23.2 * 8.3 20.9 * 9.4 23.1 Max Q Clear Time (g_c+I1), s 5.1 16.2 4.4 11.4 5.6 12.8 7.4 17.6 Green Ext Time (p_c), s 0.1 1.9 0.1 2.6 0.1 2.7 0.1 2.4 Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 373 99 66 563 45 168 554 71 93 320 210 Future Volume (veh/h) 144 373 99 66 563 45 168 554 71 93 320 210 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1673 1772 1772 Adj Flow Rate, veh/h 152 393 104 69 593 47 177 583 75 98 337 221 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, % 1 1 1 1 1 1 1 1 1 2 2 2
Cap, veh/h 187 493 418 136 779 62 214 1325 170 270 426 535 Arrive On Green 0.12 0.28 0.28 0.08 0.24 0.24 0.13 0.44 0.44 0.24 0.24 0.24 Sat Flow, veh/h 1606 1786 1514 1606 3185 252 1606 3025 388 694 1772 1502 Grp Volume(v), veh/h 152 393 104 69 315 325 177 326 332 98 337 221 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1741 1606 1697 1716 694 1772 1502 Q Serve(g_s), s 6.4 14.2 3.7 2.9 12.0 12.1 7.5 9.3 9.4 8.7 12.4 7.7 Cycle Q Clear(g_c), s 6.4 14.2 3.7 2.9 12.0 12.1 7.5 9.3 9.4 8.7 12.4 7.7 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.23 1.00 1.00
Lane Grp Cap(c), veh/h 187 493 418 136 415 426 214 743 752 270 426 535 V/C Ratio(X) 0.81 0.80 0.25 0.51 0.76 0.76 0.83 0.44 0.44 0.36 0.79 0.41 Avail Cap(c_a), veh/h 272 741 628 184 611 627 288 952 963 324 562 651 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 30.1 23.4 19.6 30.5 24.4 24.4 29.4 13.6 13.6 23.4 24.8 16.9 Incr Delay (d2), s/veh 11.4 3.6 0.3 2.9 3.2 3.2 13.4 0.4 0.4 0.8 5.7 0.5 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 3.0 6.1 1.3 1.2 4.9 5.1 3.6 3.4 3.5 1.4 5.7 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 27.0 19.9 33.4 27.6 27.6 42.8 14.0 14.0 24.2 30.5 17.4 LnGrp LOS D C B C C C D B B C C B
Approach Vol, veh/h 649 709 835 656
Approach Delay, s/veh 29.3 28.2 20.1 25.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.1 24.1 35.4 12.3 21.9 13.8 21.6 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 28.9 39.1 * 12 25.1 12.5 22.1 Max Q Clear Time (g_c+I1), s 4.9 16.2 11.4 8.4 14.1 9.5 14.4 Green Ext Time (p_c), s 0.0 2.3 4.7 0.1 3.0 0.1 2.3
Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 875 111 117 953 45 42 197 75 33 290 39 Future Volume (veh/h) 50 875 111 117 953 45 42 197 75 33 290 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 53 921 117 123 1003 47 44 207 79 35 305 41 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, % 1 1 1 1 1 1 0 0 0 0 0 0
Cap, veh/h 303 1657 211 305 1806 85 112 306 108 97 392 50 Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 485 3029 385 490 3300 155 136 1137 401 90 1457 187 Grp Volume(v), veh/h 53 516 522 123 516 534 330 0 0 381 0 0 Grp Sat Flow(s),veh/h/ln 485 1697 1717 490 1697 1758 1674 0 0 1734 0 0 Q Serve(g_s), s 4.3 10.7 10.7 11.8 10.7 10.7 0.0 0.0 0.0 1.5 0.0 0.0 Cycle Q Clear(g_c), s 15.0 10.7 10.7 22.4 10.7 10.7 9.4 0.0 0.0 10.9 0.0 0.0 Prop In Lane 1.00 0.22 1.00 0.09 0.13 0.24 0.09 0.11
Lane Grp Cap(c), veh/h 303 928 939 305 928 962 526 0 0 540 0 0 V/C Ratio(X) 0.17 0.56 0.56 0.40 0.56 0.56 0.63 0.00 0.00 0.71 0.00 0.00 Avail Cap(c_a), veh/h 338 1051 1063 340 1051 1089 735 0 0 761 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.8 7.9 7.9 15.2 7.9 7.9 17.8 0.0 0.0 18.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.5 0.5 0.9 0.5 0.5 1.2 0.0 0.0 1.7 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 0.4 2.9 2.9 1.2 2.9 3.0 3.6 0.0 0.0 4.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.1 8.5 8.5 16.1 8.5 8.4 19.1 0.0 0.0 20.1 0.0 0.0 LnGrp LOS B A A B A A B A A C A A
Approach Vol, veh/h 1091 1173 330 381
Approach Delay, s/veh 8.7 9.3 19.1 20.1
Approach LOS A A B C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 19.8 34.1 19.8 34.1
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 21.7 33.4 21.7 33.4
Max Q Clear Time (g_c+I1), s 11.4 17.0 12.9 24.4
Green Ext Time (p_c), s 1.5 6.8 1.6 5.1
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 819 3 0 739 54 29 221 69 80 416 44 Future Volume (veh/h) 39 819 3 0 739 54 29 221 69 80 416 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 0 1786 1786 1800 1800 1800 1800 1728 1728 Adj Flow Rate, veh/h 41 862 3 0 778 57 31 233 73 84 438 46 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, % 1 1 1 0 1 1 0 0 0 0 0 0
Cap, veh/h 257 1249 4 0 1154 85 104 388 111 162 550 592 Arrive On Green 0.36 0.36 0.36 0.00 0.36 0.36 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 593 3468 12 0 3295 235 35 959 275 163 1361 1464 Grp Volume(v), veh/h 41 422 443 0 412 423 337 0 0 522 0 46 Grp Sat Flow(s),veh/h/ln 593 1697 1784 0 1697 1744 1268 0 0 1524 0 1464 Q Serve(g_s), s 2.7 9.3 9.3 0.0 9.0 9.0 1.2 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 11.7 9.3 9.3 0.0 9.0 9.0 14.7 0.0 0.0 13.5 0.0 0.8 Prop In Lane 1.00 0.01 0.00 0.13 0.09 0.22 0.16 1.00
Lane Grp Cap(c), veh/h 257 611 642 0 611 628 603 0 0 712 0 592 V/C Ratio(X) 0.16 0.69 0.69 0.00 0.67 0.67 0.56 0.00 0.00 0.73 0.00 0.08 Avail Cap(c_a), veh/h 282 683 718 0 683 702 763 0 0 868 0 740 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.8 11.9 11.9 0.0 11.8 11.8 9.9 0.0 0.0 11.5 0.0 8.0 Incr Delay (d2), s/veh 0.3 2.6 2.5 0.0 2.3 2.2 0.8 0.0 0.0 2.6 0.0 0.1 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 0.3 3.2 3.3 0.0 3.0 3.1 2.0 0.0 0.0 4.0 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.1 14.5 14.4 0.0 14.1 14.0 10.7 0.0 0.0 14.0 0.0 8.1 LnGrp LOS B B B A B B B A A B A A
Approach Vol, veh/h 906 835 337 568
Approach Delay, s/veh 14.5 14.1 10.7 13.5
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 21.1 22.6 21.1 22.6
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 17.6 22.1 17.6 22.1
Max Q Clear Time (g_c+I1), s 13.7 16.7 11.0 15.5
Green Ext Time (p_c), s 2.0 1.0 2.8 2.1
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 29 947 32 37 1045 13 30 18 38 29 69 61 Future Volume (vph) 29 947 32 37 1045 13 30 18 38 29 69 61 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 1.00 1.00 1.00 0.94 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1492 3257 1492 3267 1647 1691
Flt Permitted 0.16 1.00 0.19 1.00 0.86 0.93
Satd. Flow (perm) 253 3257 299 3267 1437 1579
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 32 1052 36 41 1161 14 33 20 42 32 77 68 RTOR Reduction (vph) 0 3 0 0 1 0 0 34 0 0 39 0
Lane Group Flow (vph) 32 1085 0 41 1174 0 0 61 0 0 138 0 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 0% 0% 0%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 29.1 29.1 29.1 29.1 10.6 10.6
Effective Green, g (s) 29.1 29.1 29.1 29.1 10.6 10.6
Actuated g/C Ratio 0.51 0.51 0.51 0.51 0.18 0.18
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 127 1645 151 1650 264 290
v/s Ratio Prot 0.33 c0.36
v/s Ratio Perm 0.13 0.14 0.04 c0.09
v/c Ratio 0.25 0.66 0.27 0.71 0.23 0.48
Uniform Delay, d1 8.1 10.6 8.2 11.0 20.0 21.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 1.0 1.0 1.5 0.4 1.2
Delay (s) 9.1 11.5 9.1 12.5 20.5 22.2
Level of Service A B A B C C
Approach Delay (s) 11.5 12.4 20.5 22.2
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 13.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 57.6 Sum of lost time (s) 15.9 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 134 807 235 104 631 146 98 441 128 137 570 164 Future Volume (veh/h) 134 807 235 104 631 146 98 441 128 137 570 164 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 140 841 0 108 657 0 102 459 133 143 594 171 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, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 373 1000 317 977 307 584 168 324 812 362
Arrive On Green 0.12 0.29 0.00 0.11 0.29 0.00 0.10 0.22 0.22 0.11 0.24 0.24 Sat Flow, veh/h 1606 3393 1514 1606 3393 1514 1606 2600 748 1606 3393 1514 Grp Volume(v), veh/h 140 841 0 108 657 0 102 298 294 143 594 171 Grp Sat Flow(s),veh/h/ln 1606 1697 1514 1606 1697 1514 1606 1697 1651 1606 1697 1514 Q Serve(g_s), s 4.0 16.6 0.0 3.1 12.2 0.0 3.3 11.8 12.0 4.6 11.5 6.9 Cycle Q Clear(g_c), s 4.0 16.6 0.0 3.1 12.2 0.0 3.3 11.8 12.0 4.6 11.5 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 373 1000 317 977 307 381 371 324 812 362 V/C Ratio(X) 0.38 0.84 0.34 0.67 0.33 0.78 0.79 0.44 0.73 0.47 Avail Cap(c_a), veh/h 393 1129 348 1129 338 486 473 330 972 433 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 23.5 0.0 16.0 22.4 0.0 18.4 26.0 26.1 18.4 25.0 23.2 Incr Delay (d2), s/veh 0.6 5.3 0.0 0.6 1.3 0.0 0.6 6.3 7.0 0.9 2.3 1.0 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 1.4 6.8 0.0 1.1 4.7 0.0 1.2 5.3 5.2 1.7 4.7 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 28.8 0.0 16.6 23.7 0.0 19.0 32.3 33.0 19.4 27.3 24.2 LnGrp LOS B C B C B C C B C C
Approach Vol, veh/h 981 A 765 A 694 908
Approach Delay, s/veh 27.0 22.7 30.7 25.5
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 20.6 12.1 26.3 11.1 21.7 12.6 25.8 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 20.4 * 9.3 23.7 * 8.3 20.4 * 9.3 23.7 Max Q Clear Time (g_c+I1), s 6.6 14.0 5.1 18.6 5.3 13.5 6.0 14.2 Green Ext Time (p_c), s 0.1 2.0 0.1 2.5 0.1 2.7 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 26.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 555 158 96 516 83 125 342 81 97 463 341 Future Volume (veh/h) 142 555 158 96 516 83 125 342 81 97 463 341 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1700 1800 1800 1687 1786 1786 Adj Flow Rate, veh/h 145 566 161 98 527 85 128 349 83 99 472 348 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, % 1 1 1 1 1 1 0 0 0 1 1 1
Cap, veh/h 175 595 504 132 898 144 143 1172 275 329 513 600 Arrive On Green 0.11 0.33 0.33 0.08 0.31 0.31 0.09 0.43 0.43 0.29 0.29 0.29 Sat Flow, veh/h 1606 1786 1514 1606 2928 470 1619 2748 645 862 1786 1514 Grp Volume(v), veh/h 145 566 161 98 305 307 128 215 217 99 472 348 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1701 1619 1710 1684 862 1786 1514 Q Serve(g_s), s 7.8 27.4 7.0 5.3 13.4 13.5 6.9 7.3 7.5 8.2 22.7 16.0 Cycle Q Clear(g_c), s 7.8 27.4 7.0 5.3 13.4 13.5 6.9 7.3 7.5 8.2 22.7 16.0 Prop In Lane 1.00 1.00 1.00 0.28 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 175 595 504 132 520 522 143 729 718 329 513 600 V/C Ratio(X) 0.83 0.95 0.32 0.74 0.59 0.59 0.90 0.30 0.30 0.30 0.92 0.58 Avail Cap(c_a), veh/h 227 597 506 145 520 522 143 742 731 336 527 611 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 38.6 28.8 22.0 39.7 25.9 26.0 39.9 16.7 16.7 25.4 30.5 20.9 Incr Delay (d2), s/veh 17.7 25.2 0.4 16.7 1.7 1.7 46.1 0.2 0.2 0.5 21.2 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 3.9 15.4 2.5 2.7 5.5 5.6 4.6 2.9 2.9 1.7 12.6 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.3 54.0 22.4 56.4 27.6 27.7 86.1 16.9 16.9 25.9 51.8 22.3 LnGrp LOS E D C E C C F B B C D C
Approach Vol, veh/h 872 710 560 919
Approach Delay, s/veh 48.5 31.6 32.7 37.8
Approach LOS D C C D
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.5 34.4 42.6 13.8 32.0 12.3 30.3 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 29.6 38.4 * 13 25.1 7.8 26.1 Max Q Clear Time (g_c+I1), s 7.3 29.4 9.5 9.8 15.5 8.9 24.7 Green Ext Time (p_c), s 0.0 0.1 2.9 0.1 2.6 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 38.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 505 South Oak Knoll Avenue Residential
Local Mobility Analysis
Draft Report
Iteris, Inc. |
Future with Project Conditions
HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 574 56 43 773 44 56 237 109 28 70 27 Future Volume (veh/h) 33 574 56 43 773 44 56 237 109 28 70 27 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1786 1786 1786 1786 1786 1786 Adj Flow Rate, veh/h 35 617 60 46 831 47 60 255 117 30 75 29 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 1 1 1
Cap, veh/h 296 1233 120 357 1289 73 155 363 153 185 372 122 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 565 3100 301 682 3239 183 140 1057 445 203 1085 356 Grp Volume(v), veh/h 35 335 342 46 432 446 432 0 0 134 0 0 Grp Sat Flow(s),veh/h/ln 565 1683 1718 682 1683 1739 1643 0 0 1644 0 0 Q Serve(g_s), s 2.0 5.7 5.7 2.1 7.9 7.9 4.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 10.0 5.7 5.7 7.8 7.9 7.9 8.8 0.0 0.0 2.1 0.0 0.0 Prop In Lane 1.00 0.18 1.00 0.11 0.14 0.27 0.22 0.22
Lane Grp Cap(c), veh/h 296 670 683 357 670 692 671 0 0 679 0 0 V/C Ratio(X) 0.12 0.50 0.50 0.13 0.64 0.64 0.64 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh/h 402 987 1007 486 987 1019 1074 0 0 1044 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.4 8.6 8.7 11.6 9.3 9.3 11.1 0.0 0.0 8.9 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.6 0.6 0.2 1.0 1.0 1.0 0.0 0.0 0.1 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 0.2 1.5 1.5 0.3 2.1 2.2 2.7 0.0 0.0 0.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.5 9.2 9.2 11.8 10.4 10.3 12.1 0.0 0.0 9.1 0.0 0.0 LnGrp LOS B A A B B B B A A A A A
Approach Vol, veh/h 712 924 432 134
Approach Delay, s/veh 9.4 10.4 12.1 9.1
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 18.4 19.8 18.4 19.8
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 22.7 22.4 22.7 22.4
Max Q Clear Time (g_c+I1), s 10.8 12.0 4.1 9.9
Green Ext Time (p_c), s 2.3 3.2 0.7 4.7
Intersection Summary
HCM 6th Ctrl Delay 10.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 659 0 0 805 58 40 298 92 26 106 29 Future Volume (veh/h) 31 659 0 0 805 58 40 298 92 26 106 29 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 0 1786 1786 1800 1800 1800 1786 1715 1715 Adj Flow Rate, veh/h 33 701 0 0 856 62 43 317 98 28 113 31 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, % 2 2 2 0 1 1 0 0 0 1 1 1
Cap, veh/h 278 1361 0 0 1297 94 126 427 124 164 503 500 Arrive On Green 0.40 0.40 0.00 0.00 0.40 0.40 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 544 3455 0 0 3298 232 88 1241 362 170 1461 1453 Grp Volume(v), veh/h 33 701 0 0 453 465 458 0 0 141 0 31 Grp Sat Flow(s),veh/h/ln 544 1683 0 0 1697 1744 1691 0 0 1631 0 1453 Q Serve(g_s), s 2.1 6.4 0.0 0.0 8.9 8.9 3.7 0.0 0.0 0.0 0.0 0.6 Cycle Q Clear(g_c), s 11.0 6.4 0.0 0.0 8.9 8.9 9.9 0.0 0.0 2.4 0.0 0.6 Prop In Lane 1.00 0.00 0.00 0.13 0.09 0.21 0.20 1.00
Lane Grp Cap(c), veh/h 278 1361 0 0 686 705 678 0 0 666 0 500 V/C Ratio(X) 0.12 0.51 0.00 0.00 0.66 0.66 0.68 0.00 0.00 0.21 0.00 0.06 Avail Cap(c_a), veh/h 358 1858 0 0 936 963 1002 0 0 950 0 784 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 0.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.4 9.2 0.0 0.0 9.9 9.9 12.0 0.0 0.0 9.6 0.0 9.0 Incr Delay (d2), s/veh 0.2 0.3 0.0 0.0 1.1 1.1 1.2 0.0 0.0 0.2 0.0 0.1 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 0.2 1.8 0.0 0.0 2.6 2.7 3.2 0.0 0.0 0.8 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 9.5 0.0 0.0 11.0 11.0 13.2 0.0 0.0 9.8 0.0 9.1 LnGrp LOS B A A A B B B A A A A A
Approach Vol, veh/h 734 918 458 172
Approach Delay, s/veh 9.7 11.0 13.2 9.6
Approach LOS A B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 22.0 19.0 22.0 19.0
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 22.6 22.1 22.6 22.1
Max Q Clear Time (g_c+I1), s 13.0 11.9 10.9 4.4
Green Ext Time (p_c), s 3.5 2.2 4.6 0.8
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 12 633 67 96 743 20 58 35 26 29 105 41 Future Volume (vph) 12 633 67 96 743 20 58 35 26 29 105 41 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.97 0.97
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1478 3195 1478 3228 1672 1712
Flt Permitted 0.28 1.00 0.32 1.00 0.78 0.93
Satd. Flow (perm) 438 3195 494 3228 1339 1604
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 13 681 72 103 799 22 62 38 28 31 113 44 RTOR Reduction (vph) 0 11 0 0 3 0 0 19 0 0 20 0
Lane Group Flow (vph) 13 742 0 103 818 0 0 109 0 0 168 0 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 1% 1% 1%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 21.7 21.7 21.7 21.7 11.0 11.0
Effective Green, g (s) 21.7 21.7 21.7 21.7 11.0 11.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.22 0.22
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 187 1370 211 1384 291 348
v/s Ratio Prot 0.23 c0.25
v/s Ratio Perm 0.03 0.21 0.08 c0.10
v/c Ratio 0.07 0.54 0.49 0.59 0.38 0.48
Uniform Delay, d1 8.5 10.7 10.4 11.1 16.9 17.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.4 1.8 0.7 0.8 1.1
Delay (s) 8.7 11.2 12.2 11.7 17.7 18.4
Level of Service A B B B B B
Approach Delay (s) 11.1 11.8 17.7 18.4
Approach LOS B B B B
Intersection Summary
HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 50.6 Sum of lost time (s) 15.9 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 491 114 74 718 93 105 588 67 92 453 233 Future Volume (veh/h) 166 491 114 74 718 93 105 588 67 92 453 233 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1673 1772 1772 1673 1772 1772 1673 1772 1772 1660 1758 1758 Adj Flow Rate, veh/h 177 522 0 79 764 0 112 626 71 98 482 248 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, % 2 2 2 2 2 2 2 2 2 3 3 3
Cap, veh/h 327 991 385 919 342 755 86 307 865 386
Arrive On Green 0.12 0.29 0.00 0.10 0.27 0.00 0.10 0.25 0.25 0.11 0.26 0.26 Sat Flow, veh/h 1594 3367 1502 1594 3367 1502 1594 3048 345 1581 3340 1490 Grp Volume(v), veh/h 177 522 0 79 764 0 112 345 352 98 482 248 Grp Sat Flow(s),veh/h/ln 1594 1683 1502 1594 1683 1502 1594 1683 1710 1581 1670 1490 Q Serve(g_s), s 5.5 9.5 0.0 2.4 15.6 0.0 3.6 14.2 14.2 3.1 9.1 10.8 Cycle Q Clear(g_c), s 5.5 9.5 0.0 2.4 15.6 0.0 3.6 14.2 14.2 3.1 9.1 10.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 327 991 385 919 342 417 424 307 865 386 V/C Ratio(X) 0.54 0.53 0.21 0.83 0.33 0.83 0.83 0.32 0.56 0.64 Avail Cap(c_a), veh/h 341 1068 431 1063 366 481 489 313 955 426 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 21.6 0.0 15.7 25.0 0.0 17.4 26.0 26.0 17.7 23.5 24.1 Incr Delay (d2), s/veh 1.6 0.4 0.0 0.3 5.1 0.0 0.6 10.2 10.3 0.6 0.6 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 2.0 3.5 0.0 0.8 6.4 0.0 1.3 6.7 6.8 1.1 3.6 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 22.0 0.0 15.9 30.1 0.0 18.0 36.3 36.3 18.3 24.0 26.9 LnGrp LOS B C B C B D D B C C
Approach Vol, veh/h 699 A 843 A 809 828
Approach Delay, s/veh 21.2 28.7 33.8 24.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 22.7 11.4 26.8 11.4 23.5 13.0 25.3 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 20.9 * 9.3 23.2 * 8.3 20.9 * 9.4 23.1 Max Q Clear Time (g_c+I1), s 5.1 16.2 4.4 11.5 5.6 12.8 7.5 17.6 Green Ext Time (p_c), s 0.1 1.9 0.1 2.6 0.1 2.7 0.1 2.4 Intersection Summary
HCM 6th Ctrl Delay 27.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 375 99 66 564 45 168 554 71 93 320 210 Future Volume (veh/h) 144 375 99 66 564 45 168 554 71 93 320 210 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1673 1772 1772 Adj Flow Rate, veh/h 152 395 104 69 594 47 177 583 75 98 337 221 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, % 1 1 1 1 1 1 1 1 1 2 2 2
Cap, veh/h 187 494 419 136 780 62 214 1325 170 270 425 535 Arrive On Green 0.12 0.28 0.28 0.08 0.24 0.24 0.13 0.44 0.44 0.24 0.24 0.24 Sat Flow, veh/h 1606 1786 1514 1606 3186 252 1606 3025 388 694 1772 1502 Grp Volume(v), veh/h 152 395 104 69 316 325 177 326 332 98 337 221 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1741 1606 1697 1716 694 1772 1502 Q Serve(g_s), s 6.4 14.3 3.7 2.9 12.0 12.1 7.5 9.3 9.4 8.7 12.4 7.7 Cycle Q Clear(g_c), s 6.4 14.3 3.7 2.9 12.0 12.1 7.5 9.3 9.4 8.7 12.4 7.7 Prop In Lane 1.00 1.00 1.00 0.14 1.00 0.23 1.00 1.00
Lane Grp Cap(c), veh/h 187 494 419 136 415 426 214 743 752 270 425 535 V/C Ratio(X) 0.81 0.80 0.25 0.51 0.76 0.76 0.83 0.44 0.44 0.36 0.79 0.41 Avail Cap(c_a), veh/h 272 740 627 184 611 627 288 952 962 323 562 651 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 30.1 23.4 19.6 30.5 24.4 24.4 29.4 13.6 13.6 23.4 24.9 16.9 Incr Delay (d2), s/veh 11.5 3.8 0.3 2.9 3.2 3.2 13.4 0.4 0.4 0.8 5.7 0.5 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 3.0 6.2 1.3 1.2 4.9 5.1 3.6 3.4 3.5 1.4 5.7 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.5 27.2 19.9 33.4 27.7 27.7 42.9 14.0 14.1 24.3 30.5 17.4 LnGrp LOS D C B C C C D B B C C B
Approach Vol, veh/h 651 710 835 656
Approach Delay, s/veh 29.4 28.2 20.2 25.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.1 24.2 35.4 12.3 22.0 13.8 21.6 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 28.9 39.1 * 12 25.1 12.5 22.1 Max Q Clear Time (g_c+I1), s 4.9 16.3 11.4 8.4 14.1 9.5 14.4 Green Ext Time (p_c), s 0.0 2.3 4.7 0.1 3.0 0.1 2.3
Intersection Summary
HCM 6th Ctrl Delay 25.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 877 111 117 955 46 42 197 75 35 290 39 Future Volume (veh/h) 50 877 111 117 955 46 42 197 75 35 290 39 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1800 1800 1800 1800 1800 1800 Adj Flow Rate, veh/h 53 923 117 123 1005 48 44 207 79 37 305 41 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, % 1 1 1 1 1 1 0 0 0 0 0 0
Cap, veh/h 301 1657 210 303 1803 86 112 307 108 99 392 50 Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 483 3030 384 489 3297 157 136 1136 400 97 1450 185 Grp Volume(v), veh/h 53 517 523 123 517 536 330 0 0 383 0 0 Grp Sat Flow(s),veh/h/ln 483 1697 1717 489 1697 1758 1673 0 0 1732 0 0 Q Serve(g_s), s 4.3 10.7 10.7 11.8 10.8 10.8 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 15.1 10.7 10.7 22.6 10.8 10.8 9.4 0.0 0.0 11.0 0.0 0.0 Prop In Lane 1.00 0.22 1.00 0.09 0.13 0.24 0.10 0.11
Lane Grp Cap(c), veh/h 301 928 939 303 928 961 527 0 0 541 0 0 V/C Ratio(X) 0.18 0.56 0.56 0.41 0.56 0.56 0.63 0.00 0.00 0.71 0.00 0.00 Avail Cap(c_a), veh/h 335 1047 1059 338 1047 1084 732 0 0 757 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 12.9 8.0 8.0 15.3 8.0 8.0 17.8 0.0 0.0 18.4 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.5 0.5 0.9 0.5 0.5 1.2 0.0 0.0 1.8 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 0.4 2.9 2.9 1.2 2.9 3.0 3.6 0.0 0.0 4.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.2 8.5 8.5 16.2 8.5 8.5 19.1 0.0 0.0 20.2 0.0 0.0 LnGrp LOS B A A B A A B A A C A A
Approach Vol, veh/h 1093 1176 330 383
Approach Delay, s/veh 8.7 9.3 19.1 20.2
Approach LOS A A B C
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 19.9 34.2 19.9 34.2
Change Period (Y+Rc), s 5.3 4.6 5.3 4.6
Max Green Setting (Gmax), s 21.7 33.4 21.7 33.4
Max Q Clear Time (g_c+I1), s 11.4 17.1 13.0 24.6
Green Ext Time (p_c), s 1.5 6.7 1.6 5.0
Intersection Summary
HCM 6th Ctrl Delay 11.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 821 3 0 741 54 29 221 69 80 416 44 Future Volume (veh/h) 39 821 3 0 741 54 29 221 69 80 416 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 0 1786 1786 1800 1800 1800 1800 1728 1728 Adj Flow Rate, veh/h 41 864 3 0 780 57 31 233 73 84 438 46 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, % 1 1 1 0 1 1 0 0 0 0 0 0
Cap, veh/h 256 1250 4 0 1155 84 104 387 111 161 550 592 Arrive On Green 0.36 0.36 0.36 0.00 0.36 0.36 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 592 3468 12 0 3296 234 35 958 274 163 1360 1464 Grp Volume(v), veh/h 41 423 444 0 413 424 337 0 0 522 0 46 Grp Sat Flow(s),veh/h/ln 592 1697 1784 0 1697 1744 1267 0 0 1523 0 1464 Q Serve(g_s), s 2.8 9.3 9.3 0.0 9.0 9.0 1.2 0.0 0.0 0.0 0.0 0.8 Cycle Q Clear(g_c), s 11.8 9.3 9.3 0.0 9.0 9.0 14.7 0.0 0.0 13.5 0.0 0.8 Prop In Lane 1.00 0.01 0.00 0.13 0.09 0.22 0.16 1.00
Lane Grp Cap(c), veh/h 256 611 643 0 611 628 602 0 0 711 0 592 V/C Ratio(X) 0.16 0.69 0.69 0.00 0.68 0.68 0.56 0.00 0.00 0.73 0.00 0.08 Avail Cap(c_a), veh/h 281 682 717 0 682 701 761 0 0 866 0 739 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 0.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.8 11.9 11.9 0.0 11.8 11.8 9.9 0.0 0.0 11.5 0.0 8.0 Incr Delay (d2), s/veh 0.3 2.6 2.5 0.0 2.3 2.2 0.8 0.0 0.0 2.6 0.0 0.1 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 0.3 3.2 3.3 0.0 3.1 3.1 2.0 0.0 0.0 4.0 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.1 14.5 14.4 0.0 14.1 14.1 10.7 0.0 0.0 14.0 0.0 8.1 LnGrp LOS B B B A B B B A A B A A
Approach Vol, veh/h 908 837 337 568
Approach Delay, s/veh 14.6 14.1 10.7 13.6
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 21.2 22.6 21.2 22.6
Change Period (Y+Rc), s 5.4 4.9 5.4 4.9
Max Green Setting (Gmax), s 17.6 22.1 17.6 22.1
Max Q Clear Time (g_c+I1), s 13.8 16.7 11.0 15.5
Green Ext Time (p_c), s 2.0 1.0 2.8 2.1
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 29 947 35 41 1045 13 32 19 41 29 70 61 Future Volume (vph) 29 947 35 41 1045 13 32 19 41 29 70 61 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 10 11 11 10 11 11 12 12 12 12 12 12
Total Lost time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frt 1.00 0.99 1.00 1.00 0.94 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99
Satd. Flow (prot) 1492 3256 1492 3267 1646 1692
Flt Permitted 0.16 1.00 0.19 1.00 0.85 0.92
Satd. Flow (perm) 252 3256 297 3267 1423 1578
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 32 1052 39 46 1161 14 36 21 46 32 78 68 RTOR Reduction (vph) 0 3 0 0 1 0 0 37 0 0 38 0
Lane Group Flow (vph) 32 1088 0 46 1174 0 0 66 0 0 140 0 Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 0% 0% 0%
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 4 4
Actuated Green, G (s) 29.1 29.1 29.1 29.1 10.7 10.7
Effective Green, g (s) 29.1 29.1 29.1 29.1 10.7 10.7
Actuated g/C Ratio 0.50 0.50 0.50 0.50 0.19 0.19
Clearance Time (s) 5.3 5.3 5.3 5.3 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 127 1642 149 1647 263 292
v/s Ratio Prot 0.33 c0.36
v/s Ratio Perm 0.13 0.15 0.05 c0.09
v/c Ratio 0.25 0.66 0.31 0.71 0.25 0.48
Uniform Delay, d1 8.1 10.6 8.4 11.1 20.1 21.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 1.0 1.2 1.5 0.5 1.2
Delay (s) 9.2 11.7 9.6 12.6 20.6 22.2
Level of Service A B A B C C
Approach Delay (s) 11.6 12.4 20.6 22.2
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 57.7 Sum of lost time (s) 15.9 Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 136 808 235 104 633 146 98 441 128 137 570 167 Future Volume (veh/h) 136 808 235 104 633 146 98 441 128 137 570 167 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 142 842 0 108 659 0 102 459 133 143 594 174 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, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 373 1001 317 976 307 584 168 324 812 362
Arrive On Green 0.12 0.30 0.00 0.11 0.29 0.00 0.10 0.22 0.22 0.11 0.24 0.24 Sat Flow, veh/h 1606 3393 1514 1606 3393 1514 1606 2600 748 1606 3393 1514 Grp Volume(v), veh/h 142 842 0 108 659 0 102 298 294 143 594 174 Grp Sat Flow(s),veh/h/ln 1606 1697 1514 1606 1697 1514 1606 1697 1651 1606 1697 1514 Q Serve(g_s), s 4.1 16.6 0.0 3.1 12.2 0.0 3.3 11.8 12.0 4.6 11.5 7.0 Cycle Q Clear(g_c), s 4.1 16.6 0.0 3.1 12.2 0.0 3.3 11.8 12.0 4.6 11.5 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.45 1.00 1.00
Lane Grp Cap(c), veh/h 373 1001 317 976 307 381 371 324 812 362 V/C Ratio(X) 0.38 0.84 0.34 0.67 0.33 0.78 0.79 0.44 0.73 0.48 Avail Cap(c_a), veh/h 392 1129 347 1129 337 486 473 330 972 433 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 23.6 0.0 16.0 22.4 0.0 18.4 26.0 26.1 18.4 25.0 23.3 Incr Delay (d2), s/veh 0.6 5.3 0.0 0.6 1.3 0.0 0.6 6.3 7.0 0.9 2.3 1.0 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 1.4 6.8 0.0 1.1 4.7 0.0 1.2 5.3 5.2 1.7 4.7 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 28.9 0.0 16.6 23.8 0.0 19.0 32.3 33.1 19.4 27.3 24.3 LnGrp LOS B C B C B C C B C C
Approach Vol, veh/h 984 A 767 A 694 911
Approach Delay, s/veh 27.0 22.7 30.7 25.5
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.2 20.6 12.1 26.3 11.1 21.7 12.7 25.8 Change Period (Y+Rc), s * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 Max Green Setting (Gmax), s * 8.3 20.4 * 9.3 23.7 * 8.3 20.4 * 9.3 23.7 Max Q Clear Time (g_c+I1), s 6.6 14.0 5.1 18.6 5.3 13.5 6.1 14.2 Green Ext Time (p_c), s 0.1 2.0 0.1 2.4 0.1 2.7 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 26.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

HCM 6th Signalized Intersection Summary Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 556 158 96 518 83 125 342 81 97 463 341 Future Volume (veh/h) 142 556 158 96 518 83 125 342 81 97 463 341 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 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 1687 1786 1786 1687 1786 1786 1700 1800 1800 1687 1786 1786 Adj Flow Rate, veh/h 145 567 161 98 529 85 128 349 83 99 472 348 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, % 1 1 1 1 1 1 0 0 0 1 1 1
Cap, veh/h 175 596 505 132 899 144 143 1171 275 329 513 599 Arrive On Green 0.11 0.33 0.33 0.08 0.31 0.31 0.09 0.43 0.43 0.29 0.29 0.29 Sat Flow, veh/h 1606 1786 1514 1606 2929 469 1619 2748 645 862 1786 1514 Grp Volume(v), veh/h 145 567 161 98 306 308 128 215 217 99 472 348 Grp Sat Flow(s),veh/h/ln 1606 1786 1514 1606 1697 1702 1619 1710 1684 862 1786 1514 Q Serve(g_s), s 7.8 27.4 7.0 5.3 13.5 13.6 6.9 7.3 7.5 8.2 22.7 16.0 Cycle Q Clear(g_c), s 7.8 27.4 7.0 5.3 13.5 13.6 6.9 7.3 7.5 8.2 22.7 16.0 Prop In Lane 1.00 1.00 1.00 0.28 1.00 0.38 1.00 1.00
Lane Grp Cap(c), veh/h 175 596 505 132 521 522 143 729 718 329 513 599 V/C Ratio(X) 0.83 0.95 0.32 0.74 0.59 0.59 0.90 0.30 0.30 0.30 0.92 0.58 Avail Cap(c_a), veh/h 227 597 506 145 521 522 143 742 730 336 527 611 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 38.6 28.8 22.0 39.7 25.9 26.0 40.0 16.7 16.7 25.4 30.6 21.0 Incr Delay (d2), s/veh 17.7 25.4 0.4 16.8 1.7 1.8 46.3 0.2 0.2 0.5 21.3 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 3.9 15.4 2.5 2.7 5.5 5.6 4.6 2.9 2.9 1.7 12.6 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.3 54.2 22.4 56.5 27.7 27.7 86.2 16.9 17.0 25.9 51.8 22.3 LnGrp LOS E D C E C C F B B C D C
Approach Vol, veh/h 873 712 560 919
Approach Delay, s/veh 48.7 31.7 32.8 37.9
Approach LOS D C C D
Timer - Assigned Phs 1 2 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.5 34.4 42.6 13.8 32.1 12.3 30.3 Change Period (Y+Rc), s * 4.2 4.9 4.9 * 4.2 4.9 4.5 4.9 Max Green Setting (Gmax), s * 8 29.6 38.4 * 13 25.1 7.8 26.1 Max Q Clear Time (g_c+I1), s 7.3 29.4 9.5 9.8 15.6 8.9 24.7 Green Ext Time (p_c), s 0.0 0.1 2.9 0.1 2.6 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 38.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 505 South Oak Knoll Avenue Residential
Local Mobility Analysis
Draft Report
Iteris, Inc. |
APPENDIX C – QUEUING CALCULATION SHEETS
Queues Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 35 676 46 873 432 133
v/c Ratio 0.23 0.52 0.21 0.68 0.70 0.23
Control Delay 15.0 12.1 13.1 14.6 18.1 9.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 15.0 12.1 13.1 14.6 18.1 9.5
Queue Length 50th (ft) 6 61 7 88 83 18
Queue Length 95th (ft) 26 123 29 171 176 49
Internal Link Dist (ft) 356 432 1581 349
Turn Bay Length (ft) 75 75
Base Capacity (vph) 197 1671 284 1675 889 826
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.40 0.16 0.52 0.49 0.16
Intersection Summary
Queues Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT WBT NBT SBT SBR
Lane Group Flow (vph) 33 700 915 458 141 31
v/c Ratio 0.22 0.55 0.69 0.73 0.27 0.06
Control Delay 14.8 13.1 14.9 20.3 12.7 2.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.8 13.1 14.9 20.3 12.7 2.9
Queue Length 50th (ft) 6 76 105 105 28 0
Queue Length 95th (ft) 25 131 177 196 62 9
Internal Link Dist (ft) 406 428 382 1581
Turn Bay Length (ft) 100 50
Base Capacity (vph) 188 1590 1655 850 711 701
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.44 0.55 0.54 0.20 0.04
Intersection Summary
Queues Iteris, Inc.
3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 13 752 101 821 118 187
v/c Ratio 0.07 0.55 0.48 0.59 0.38 0.51
Control Delay 10.8 12.7 20.6 13.6 18.8 20.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.8 12.7 20.6 13.6 18.8 20.9
Queue Length 50th (ft) 2 77 20 88 26 45
Queue Length 95th (ft) 12 145 #72 164 63 94
Internal Link Dist (ft) 432 792 438 347
Turn Bay Length (ft) 75 125
Base Capacity (vph) 210 1546 237 1554 634 750
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.49 0.43 0.53 0.19 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 173 520 121 79 763 99 112 697 98 482 247 v/c Ratio 0.62 0.47 0.20 0.20 0.82 0.19 0.37 0.82 0.41 0.57 0.46 Control Delay 25.1 23.9 4.5 13.3 34.0 2.9 18.5 35.5 20.0 27.9 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 23.9 4.5 13.3 34.0 2.9 18.5 35.5 20.0 27.9 7.2 Queue Length 50th (ft) 49 114 0 21 185 0 34 168 29 110 4 Queue Length 95th (ft) #120 164 31 45 #274 19 67 #256 60 158 58 Internal Link Dist (ft) 792 571 1665 669
Turn Bay Length (ft) 100 200 100 150 100 125 75
Base Capacity (vph) 281 1109 602 397 1033 570 303 932 242 926 568 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.62 0.47 0.20 0.20 0.74 0.17 0.37 0.75 0.40 0.52 0.43 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 152 393 104 69 640 177 658 98 337 221 v/c Ratio 0.76 0.67 0.18 0.48 0.76 0.78 0.48 0.65 0.85 0.31 Control Delay 61.9 32.2 3.6 50.5 35.4 60.5 18.0 53.0 52.6 9.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.9 32.2 3.6 50.5 35.4 60.5 18.0 53.0 52.6 9.5 Queue Length 50th (ft) 83 193 0 38 168 97 128 49 178 36 Queue Length 95th (ft) #184 296 24 #88 231 #207 181 #125 #326 86 Internal Link Dist (ft) 378 473 329 1665
Turn Bay Length (ft) 200 125 150 150
Base Capacity (vph) 214 626 615 145 995 243 1488 168 443 727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.71 0.63 0.17 0.48 0.64 0.73 0.44 0.58 0.76 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 53 1038 123 1050 330 381
v/c Ratio 0.34 0.64 0.76 0.64 0.65 0.72
Control Delay 16.3 12.1 47.2 12.4 23.3 26.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.3 12.1 47.2 12.4 23.3 26.7
Queue Length 50th (ft) 10 121 31 125 98 124
Queue Length 95th (ft) 38 195 #127 201 177 212
Internal Link Dist (ft) 356 432 1581 349
Turn Bay Length (ft) 75 75
Base Capacity (vph) 202 2081 207 2094 675 709
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.26 0.50 0.59 0.50 0.49 0.54
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT WBT NBT SBT SBR
Lane Group Flow (vph) 41 865 835 337 522 46
v/c Ratio 0.30 0.78 0.73 0.47 0.85 0.07
Control Delay 18.9 20.4 17.7 11.3 28.6 3.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.9 20.4 17.7 11.3 28.6 3.1
Queue Length 50th (ft) 8 115 106 56 125 0
Queue Length 95th (ft) 31 #184 161 111 #280 12
Internal Link Dist (ft) 406 428 382 1581
Turn Bay Length (ft) 100 50
Base Capacity (vph) 148 1201 1243 795 691 685
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.28 0.72 0.67 0.42 0.76 0.07
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 32 1088 41 1175 95 177
v/c Ratio 0.25 0.66 0.27 0.71 0.32 0.54
Control Delay 15.9 13.6 15.5 14.7 15.6 21.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 15.9 13.6 15.5 14.7 15.6 21.7
Queue Length 50th (ft) 6 129 7 146 16 40
Queue Length 95th (ft) 28 232 33 262 48 90
Internal Link Dist (ft) 432 792 438 347
Turn Bay Length (ft) 75 125
Base Capacity (vph) 128 1651 150 1654 599 660
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.66 0.27 0.71 0.16 0.27
Intersection Summary
Queues Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 140 841 245 108 657 152 102 592 143 594 171 v/c Ratio 0.41 0.79 0.37 0.37 0.62 0.26 0.36 0.69 0.51 0.69 0.36 Control Delay 16.0 31.4 5.1 15.9 26.0 5.4 18.7 28.5 22.4 30.6 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 31.4 5.1 15.9 26.0 5.4 18.7 28.5 22.4 30.6 9.1 Queue Length 50th (ft) 38 206 0 29 151 0 31 130 44 141 9 Queue Length 95th (ft) 72 #311 50 58 210 40 62 187 84 200 57 Internal Link Dist (ft) 792 571 1665 669
Turn Bay Length (ft) 100 200 100 150 100 125 75
Base Capacity (vph) 346 1186 705 294 1186 645 286 1017 285 1020 541 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.40 0.71 0.35 0.37 0.55 0.24 0.36 0.58 0.50 0.58 0.32 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future Baseline
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 145 566 161 98 612 128 432 99 472 348 v/c Ratio 0.75 0.97 0.27 0.74 0.65 0.92 0.32 0.43 0.98 0.45 Control Delay 62.1 61.5 5.0 73.0 31.3 101.1 16.2 33.2 69.7 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.1 61.5 5.0 73.0 31.3 101.1 16.2 33.2 69.7 12.7 Queue Length 50th (ft) 80 314 0 55 157 74 74 46 265 84
Queue Length 95th (ft) #167 #526 42 #137 216 #180 110 96 #462 153 Internal Link Dist (ft) 378 473 329 1665
Turn Bay Length (ft) 200 125 150 150
Base Capacity (vph) 207 586 606 132 936 139 1346 228 482 786 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.97 0.27 0.74 0.65 0.92 0.32 0.43 0.98 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 35 677 46 878 432 134
v/c Ratio 0.23 0.52 0.21 0.68 0.70 0.24
Control Delay 14.9 12.0 13.0 14.5 18.4 9.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.9 12.0 13.0 14.5 18.4 9.7
Queue Length 50th (ft) 6 61 7 88 84 18
Queue Length 95th (ft) 26 122 29 170 178 50
Internal Link Dist (ft) 356 432 1581 349
Turn Bay Length (ft) 75 75
Base Capacity (vph) 198 1688 287 1692 873 814
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.40 0.16 0.52 0.49 0.16
Intersection Summary
Queues Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT WBT NBT SBT SBR
Lane Group Flow (vph) 33 701 918 458 141 31
v/c Ratio 0.22 0.55 0.69 0.73 0.27 0.06
Control Delay 14.9 13.1 15.0 20.3 12.7 2.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 14.9 13.1 15.0 20.3 12.7 2.9
Queue Length 50th (ft) 6 76 105 105 28 0
Queue Length 95th (ft) 25 131 178 196 62 9
Internal Link Dist (ft) 406 428 382 1581
Turn Bay Length (ft) 100 50
Base Capacity (vph) 187 1590 1655 850 711 701
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.44 0.55 0.54 0.20 0.04
Intersection Summary
Queues Iteris, Inc.
3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 13 753 103 821 128 188
v/c Ratio 0.07 0.55 0.49 0.60 0.41 0.51
Control Delay 10.8 12.7 21.1 13.6 19.3 21.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.8 12.7 21.1 13.6 19.3 21.0
Queue Length 50th (ft) 2 78 20 89 28 45
Queue Length 95th (ft) 12 146 #77 165 67 94
Internal Link Dist (ft) 432 792 438 347
Turn Bay Length (ft) 75 125
Base Capacity (vph) 210 1545 237 1552 626 748
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.49 0.43 0.53 0.20 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 177 522 121 79 764 99 112 697 98 482 248 v/c Ratio 0.63 0.47 0.20 0.20 0.82 0.19 0.37 0.82 0.41 0.57 0.46 Control Delay 25.8 23.9 4.5 13.4 34.0 2.9 18.5 35.5 20.0 27.9 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 23.9 4.5 13.4 34.0 2.9 18.5 35.5 20.0 27.9 7.2 Queue Length 50th (ft) 51 114 0 21 186 0 34 168 29 110 4 Queue Length 95th (ft) #125 164 31 45 #274 19 67 #256 60 158 59 Internal Link Dist (ft) 792 571 1665 669
Turn Bay Length (ft) 100 200 100 150 100 125 75
Base Capacity (vph) 281 1109 603 395 1032 570 303 931 242 925 568 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.63 0.47 0.20 0.20 0.74 0.17 0.37 0.75 0.40 0.52 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: AM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 152 395 104 69 641 177 658 98 337 221 v/c Ratio 0.76 0.67 0.18 0.48 0.76 0.78 0.48 0.65 0.85 0.31 Control Delay 62.0 32.3 3.6 50.6 35.4 60.5 18.0 53.0 52.7 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.0 32.3 3.6 50.6 35.4 60.5 18.0 53.0 52.7 9.6 Queue Length 50th (ft) 83 194 0 38 169 97 128 49 179 36 Queue Length 95th (ft) #184 298 24 #88 231 #207 181 #125 #326 86 Internal Link Dist (ft) 378 473 329 1665
Turn Bay Length (ft) 200 125 150 150
Base Capacity (vph) 214 626 615 145 994 243 1488 168 442 727 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.71 0.63 0.17 0.48 0.64 0.73 0.44 0.58 0.76 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
1: El Molino Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 53 1040 123 1053 330 383
v/c Ratio 0.34 0.64 0.77 0.65 0.65 0.73
Control Delay 16.4 12.1 48.2 12.4 23.3 26.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.4 12.1 48.2 12.4 23.3 26.9
Queue Length 50th (ft) 10 122 31 127 98 125
Queue Length 95th (ft) 39 195 #128 202 177 214
Internal Link Dist (ft) 356 432 1581 349
Turn Bay Length (ft) 75 75
Base Capacity (vph) 200 2075 205 2089 673 705
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.27 0.50 0.60 0.50 0.49 0.54
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
2: El Molino Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT WBT NBT SBT SBR
Lane Group Flow (vph) 41 867 837 337 522 46
v/c Ratio 0.30 0.78 0.73 0.47 0.85 0.07
Control Delay 19.0 20.5 17.8 11.3 28.5 3.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.0 20.5 17.8 11.3 28.5 3.1
Queue Length 50th (ft) 8 115 106 56 125 0
Queue Length 95th (ft) 31 #185 161 111 #280 12
Internal Link Dist (ft) 406 428 382 1581
Turn Bay Length (ft) 100 50
Base Capacity (vph) 147 1201 1242 794 691 684
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.28 0.72 0.67 0.42 0.76 0.07
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
3: Oak Knoll Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 32 1091 46 1175 103 178
v/c Ratio 0.25 0.66 0.31 0.71 0.34 0.54
Control Delay 16.0 13.7 16.9 14.8 15.8 21.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.0 13.7 16.9 14.8 15.8 21.8
Queue Length 50th (ft) 6 130 8 146 17 41
Queue Length 95th (ft) 28 235 38 263 51 91
Internal Link Dist (ft) 432 792 438 347
Turn Bay Length (ft) 75 125
Base Capacity (vph) 127 1649 149 1652 595 658
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.66 0.31 0.71 0.17 0.27
Intersection Summary
Queues Iteris, Inc.
4: Lake Ave & Del Mar Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 142 842 245 108 659 152 102 592 143 594 174 v/c Ratio 0.41 0.79 0.37 0.37 0.62 0.26 0.36 0.69 0.51 0.69 0.36 Control Delay 16.2 31.4 5.1 15.9 26.0 5.4 18.7 28.5 22.4 30.6 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 31.4 5.1 15.9 26.0 5.4 18.7 28.5 22.4 30.6 9.3 Queue Length 50th (ft) 39 207 0 29 151 0 31 130 44 141 11 Queue Length 95th (ft) 73 #312 50 58 210 40 62 187 84 200 59 Internal Link Dist (ft) 792 571 1665 669
Turn Bay Length (ft) 100 200 100 150 100 125 75
Base Capacity (vph) 345 1186 705 294 1186 645 286 1017 285 1020 541 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.71 0.35 0.37 0.56 0.24 0.36 0.58 0.50 0.58 0.32 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
5: Lake Ave & California Blvd 505 S Oak Knoll Ave
Timing Plan: PM Peak Hour Synchro 11 Report
2026 Future with Project
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 145 567 161 98 614 128 432 99 472 348 v/c Ratio 0.75 0.97 0.27 0.74 0.65 0.92 0.32 0.43 0.98 0.45 Control Delay 62.1 61.5 5.0 73.2 31.3 101.4 16.2 33.2 69.9 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.1 61.5 5.0 73.2 31.3 101.4 16.2 33.2 69.9 12.7 Queue Length 50th (ft) 80 314 0 55 157 74 74 46 265 84
Queue Length 95th (ft) #167 #527 42 #137 217 #180 110 96 #462 154 Internal Link Dist (ft) 378 473 329 1665
Turn Bay Length (ft) 200 125 150 150
Base Capacity (vph) 207 586 606 132 938 139 1345 228 482 785 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.97 0.27 0.74 0.65 0.92 0.32 0.43 0.98 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
505 South Oak Knoll Avenue Residential
Local Mobility Analysis
Draft Report
Iteris, Inc. |
APPENDIX D – ACTIVE TRANSPORTATION REVIEW SHEETS
Active Transportation ‐ Segment Inventory
Del Mar Blvd (West to East)
From El Molino Ave Oak Knoll Ave
To El Molino Ave Oak Knoll Ave
EB 5;10 5;10 4;9
WB 5;10 5;10 4;9
From El Molino Ave Oak Knoll Ave
To El Molino Ave Oak Knoll Ave
EB None None None
WB None None None
EB 000
WB 000
EB 000
WB 000
EB NNN
WB NNN
From El Molino Ave Oak Knoll Ave
To El Molino Ave Oak Knoll Ave
EB 011
WB 101
EB ‐ P53;M267;M662 P53;M267;M662
WB P53;M267;M662 ‐ P53;M267;M662
EB ‐ NN
WB N ‐ N
EB ‐ YY
WB Y ‐ Y
*P = PASADENA TRANSIT; M = LA METRO
From El Molino Ave Oak Knoll Ave
To El Molino Ave Oak Knoll Ave
EB 000
WB 001
Width (feet):
unobstructed;full
Del Mar Blvd:

Del Mar Blvd:

Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Del Mar Blvd:

Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
Criteria 2: Bikes
Criteria 3: Transit
# of Trash Cans
Transit Stops (#)
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Transit Line Available
Del Mar Blvd:

Criteria 4: Miscellaneous
Active Transportation ‐ Segment Inventory
San Pasqual St (West to East)
From Lake Ave Shoppers Ln
To Shoppers Ln
EB 11;11 4;4
WB 9;15 4;14
From Lake Ave Shoppers Ln
To Shoppers Ln
EB None None
WB None None
EB 00
WB 00
EB 00
WB 00
EB NN
WB NN
From Lake Ave Shoppers Ln
To Shoppers Ln
EB 00
WB 00
EB ‐‐
WB ‐‐
EB ‐‐
WB ‐‐
EB ‐‐
WB ‐‐
From Lake Ave Shoppers Ln
To Shoppers Ln
EB 00
WB 00
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
San Pasqual St:

Width (feet):
unobstructed;full
Criteria 2: Bikes
San Pasqual St:

Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
San Pasqual St:
# of Trash Cans
Transit Line Available
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
San Pasqual St:

Transit Stops (#)
Active Transportation ‐ Segment Inventory
California Blvd (West to East)
From Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave To Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave EB 6;9 6;9 6;9 6;9 6;9 5;9
WB 6;10 6;10 6;9 6;9 5;10 9;9
From Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave To Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave EB III III III III III None
WB III III III III III None
EB Share the Road Share the Road Share the Road Share the Road Share the Road 0 WB Share the Road Share the Road Share the Road Share the Road Share the Road 0 EB 000011
WB 000011

EB NNNNNN

WB NNNNNN
From Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave To Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave EB 001001
WB 010110
EB ‐‐ P20 ‐‐ P53
WB ‐ P20 ‐ P20 P20 ‐
EB ‐‐ N ‐‐ N
WB ‐ N ‐ NN ‐
EB ‐‐ Y ‐‐ N
WB ‐ Y ‐ NY ‐
*P = PASADENA TRANSIT
From Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave To Madison Ave El Molino Ave Oak Knoll Ave Hudson Ave Lake Ave EB 000000
WB 000011
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
California Blvd:

Width (feet):
unobstructed;full
Criteria 2: Bikes
California Blvd:

Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
California Blvd:
# of Trash Cans
Transit Line Available*
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
California Blvd:

Transit Stops (#)
Active Transportation ‐ Segment Inventory
Oakland Ave (North to South)
From Del Mar Blvd
To California Blvd
NB 6;12
SB 6;11
From Del Mar Blvd
To California Blvd
NB None
SB None
NB 0
SB 0
NB 0
SB 0
NB N
SB N
From Del Mar Blvd
To California Blvd
NB 0
SB 0
NB ‐
SB ‐
NB ‐
SB ‐
NB ‐
SB ‐
From Del Mar Blvd
To California Blvd
NB 0
SB 0
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
Oakland Ave:

Width (feet):
unobstructed;full
Criteria 2: Bikes
Oakland Ave:

Transit Stops (#)
Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
Oakland Ave:
# of Trash Cans
Transit Line Available
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
Oakland Ave:

Active Transportation ‐ Segment Inventory
Madison Ave (North to South)
From California Blvd
To California Blvd
NB 6;12 4;11
SB 6;11 4;11
From California Blvd
To California Blvd
NB None None
SB None None
NB 00
SB 00
NB 00
SB 00
NB NN
SB NN
From California Blvd
To California Blvd
NB 00
SB 00
NB ‐‐
SB ‐‐
NB ‐‐
SB ‐‐
NB ‐‐
SB ‐‐
From California Blvd
To California Blvd
NB 00
SB 00
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
Madison Ave:

Width (feet):
unobstructed;full
Criteria 2: Bikes
Madison Ave:

Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
Madison Ave:
# of Trash Cans
Transit Line Available
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
Madison Ave:

Transit Stops (#)
Active Transportation ‐ Segment Inventory
El Molino Ave (North to South)
From California Blvd
To California Blvd
NB 6;12 5;15
SB 6;12 7;14
From California Blvd
To California Blvd
NB None None
SB None None
NB 00
SB 00
NB 00
SB 00
NB NN
SB NN
From California Blvd
To California Blvd
NB 00
SB 00
NB ‐‐
SB ‐‐
NB ‐‐
SB ‐‐
NB ‐‐
SB ‐‐
From California Blvd
To California Blvd
NB 00
SB 00
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
El Molino Ave:

Width (feet):
unobstructed;full
Criteria 2: Bikes
El Molino Ave:

Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
El Molino Ave:
# of Trash Cans
Transit Line Available
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
El Molino Ave:

Transit Stops (#)
Active Transportation ‐ Segment Inventory
Oak Knoll Ave (North to South)
From California Ave
To California Ave
NB 5;10 4;10
SB 5;10 4;11
From California Ave
To California Ave
NB None None
SB None None
NB 00
SB 00
NB 00
SB 00
NB NN
SB NN
From California Ave
To California Ave
NB 00
SB 00
NB ‐‐
SB ‐‐
NB ‐‐
SB ‐‐
NB ‐‐
SB ‐‐
From California Ave
To California Ave
NB 00
SB 00
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
Oak Knoll Ave:

Width (feet):
unobstructed;full
Criteria 2: Bikes
Oak Knoll Ave:

Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
Oak Knoll Ave:
# of Trash Cans
Transit Line Available*
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
Oak Knoll Ave:

Transit Stops (#)
Active Transportation ‐ Segment Inventory
Hudson Ave (North to South)
From California Blvd Oakwood Pl
To California Blvd Oakwood Pl
NB 4;12 5;14 4;14
SB 5;12 5;14 5;14
From California Blvd Oakwood Pl
To California Blvd Oakwood Pl
NB None None None
SB None None None
NB 000
SB 000
NB 000
SB 000
NB NNN
SB NNN
From California Blvd Oakwood Pl
To California Blvd Oakwood Pl
NB 000
SB 000
NB ‐‐‐
SB ‐‐‐
NB ‐‐‐
SB ‐‐‐
NB ‐‐‐
SB ‐‐‐
From California Blvd Oakwood Pl
To California Blvd Oakwood Pl
NB 000
SB 000
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
Hudson Ave:

Width (feet):
unobstructed;full
Criteria 2: Bikes
Hudson Ave:
# of Trash Cans
Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
Hudson Ave:

Transit Stops (#)
Transit Line Available
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
Hudson Ave:

Active Transportation ‐ Segment Inventory
Lake Ave (North to South)
From San Pasqual St Granite Dr California Blvd
To San Pasqual St Granite Dr California Blvd
NB 8;14 9;15 9;15 6;15
SB 8;15 9;14 9;14 6;15
From San Pasqual St Granite Dr California Blvd
To San Pasqual St Granite Dr California Blvd

NB III III III III

SB III III III III
NB Share the Road Share the Road Share the Road Share the Road SB Share the Road Share the Road Share the Road Share the Road NB 4110
SB 8021

NB NNNN

SB NNNN
From San Pasqual St Granite Dr California Blvd
To San Pasqual St Granite Dr California Blvd
NB 1010
SB 1101
NB P20 ‐ P20 ‐
SB P20 P20;P53 ‐‐
NB N ‐ N ‐
SB YY ‐ Y
NB Y ‐ Y ‐
SB YY ‐ Y
*P = PASADENA TRANSIT
From San Pasqual St Granite Dr California Blvd
To San Pasqual St Granite Dr California Blvd
NB 3021
SB 4121
Bikeway Type (1,2,3,None)
Criteria 1: Pedestrian
Lake Ave:

Width (feet):
unobstructed;full
Criteria 2: Bikes
Lake Ave:

Transit Stops (#)
Bike Lane Width (0 if none)
Parking (# of Racks)
Bike Share Lots (Y/N)
Criteria 3: Transit
Lake Ave:
# of Trash Cans
Transit Line Available
Shelter at the Stop? (Y/N)
Bench at the Stop? (Y/N)
Criteria 4: Miscellaneous
Lake Ave:

Active Transportation ‐ Intersection Inventory
Del Mar Blvd at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE
Ramp Type (N/D/P)* DDDDDDDDDDDD
Truncated Dome? (Y/N) YYYYYYYYYYYY
Landing Space? (Y/N) YYYYYYYYYYYY
Obstructions (Y/N) NNNNNNNNNNNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional Del Mar Blvd at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE
Does it Exist? (Y/N) NNNNNNNNNNNN
Del Mar Blvd at:

Legs: EN W S EN W S EN W S
Does it Exist? (Y/N) YYYYYYYYYYYY
Signalized? (Y/N) YYYYYYYYYYYY
Type? (N/P/L/Z/C/O)* LLLLLLLLLLLL
Color (W/Y/D)** YYYYYYYYYYYY
Raised? (Y/N) NNNNNNNNNNNN
Advanced Stop? (Y/N) YYYYYYYYYNYY
Midblock Median? (Y/N) NNNNNNNNNNNN
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative Del Mar Blvd at:

Legs: EN W S EN W S EN W S
Push Button? (Y/N) YYYYYYYYYYYY
APS? (Y/N) NNNNY Y Y YNNNN
Countdown Signal? (Y/N) YYYYYYYYYYYY
LPI? (Y/N) NNNNY Y Y YNNNN
Criteria 2: Curb Extensions and Bulb‐Outs
El Molino Ave Oak Knoll Ave Hudson Ave
Criteria 1: Pedestrian Curb Ramps and ADA Features
El Molino Ave Oak Knoll Ave Hudson Ave
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) El Molino Ave Oak Knoll Ave Hudson Ave
Criteria 3: Crosswalk Features
El Molino Ave Oak Knoll Ave Hudson Ave
Active Transportation ‐ Intersection Inventory
San Pasqual St at:

Corners: NW NE SW SE NW NE SW SE
Ramp Type (N/D/P)* PD DDD
Truncated Dome? (Y/N) NN NNN
Landing Space? (Y/N) YY YYY
Obstructions (Y/N) NN NNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional San Pasqual St at:

Corners: NW NE SW SE NW NE SW SE
Does it Exist? (Y/N) N NNN
San Pasqual St at:

Legs: EN W S EN W S
Does it Exist? (Y/N) YY N NYN
Signalized? (Y/N) YY N
Type? (N/P/L/Z/C/O)* PP N
Color (W/Y/D)** WW
Raised? (Y/N) NN N
Advanced Stop? (Y/N) YY Y
Midblock Median? (Y/N) NN N
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative San Pasqual St at:

Legs: EN W S EN W S
Push Button? (Y/N) YY
APS? (Y/N) YY
Countdown Signal? (Y/N) YY
LPI? (Y/N) YY
Criteria 1: Pedestrian Curb Ramps and ADA Features
Shoppers Ln
Criteria 2: Curb Extensions and Bulb‐Outs
Lake Ave
Lake Ave Shoppers Ln
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) Shoppers Ln
Criteria 3: Crosswalk Features
Shoppers Ln
Lake Ave
Lake Ave
Active Transportation ‐ Intersection Inventory
California Blvd at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE NW NE SW SE NW NE SW SE NW NE SW SE Ramp Type (N/D/P)* DDDDDDDDDDDDDDDDDDDDDDDD
Truncated Dome? (Y/N) YYYY NNNN YYYY NNNN YYYYYYYY
Landing Space? (Y/N) YYYYYYYYYYYYYYYYYYYYYYYY
Obstructions (Y/N) NNNNNNNNNNNNNNNNNNNNNNNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional California Blvd at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE NW NE SW SE NW NE SW SE NW NE SW SE Does it Exist? (Y/N) NNNNNNNNNNYNNNNNNNNNNNNN
California Blvd at:

Legs: EN W S EN W S EN W S EN W S EN W S EN W S
Does it Exist? (Y/N) NNNNNNNN YYYY NNNN YYYYYYYY
Signalized? (Y/N) YYYY YYYYYYYY
Type? (N/P/L/Z/C/O)* PPPP PPPPPPPP
Color (W/Y/D)** WWWW WWWWWWWW
Raised? (Y/N) NNNN NNNNNNNN
Advanced Stop? (Y/N) YYYY YNYYYYYY
Midblock Median? (Y/N) NNNN NNNNNNNN
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative California Blvd at:

Legs: EN W S EN W S EN W S EN W S EN W S EN W S
Push Button? (Y/N) YYYY YYYYYYYY
APS? (Y/N) NNNN NNNN YYYY
Countdown Signal? (Y/N) YYYY YYYYYYYY
LPI? (Y/N) NNNN NNNNNNNN
Criteria 1: Pedestrian Curb Ramps and ADA Features
Oakland Ave Madison Ave Oak Knoll Ave Lake AveHudson AveEl Molino Ave Criteria 2: Curb Extensions and Bulb‐Outs
Oakland Ave Madison Ave Oak Knoll Ave Lake AveHudson AveEl Molino Ave Criteria 3: Crosswalk Features
Oakland Ave Madison Ave Oak Knoll Ave Lake AveHudson AveEl Molino Ave Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) Oakland Ave Madison Ave Oak Knoll Ave Lake AveHudson AveEl Molino Ave Active Transportation ‐ Intersection Inventory
Oakland Ave at:

Corners: NW NE SW SE
Ramp Type (N/D/P)* DDDD
Truncated Dome? (Y/N) YYYY
Landing Space? (Y/N) YYYY
Obstructions (Y/N) NNNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional Oakland Ave at:

Corners: NW NE SW SE
Does it Exist? (Y/N) NNNN
Oakland Ave at:

Legs: EN W S
Does it Exist? (Y/N) NNNN
Signalized? (Y/N)
Type? (N/P/L/Z/C/O)*
Color (W/Y/D)**
Raised? (Y/N)
Advanced Stop? (Y/N)
Midblock Median? (Y/N)
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative Oakland Ave at:

Legs: EN W S
Push Button? (Y/N)
APS? (Y/N)
Countdown Signal? (Y/N)
LPI? (Y/N)
Criteria 1: Pedestrian Curb Ramps and ADA Feature
s
California Blvd
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) California Blvd
Criteria 3: Crosswalk Features
California Blvd
Criteria 2: Curb Extensions and Bulb‐Outs
California Blvd
Active Transportation ‐ Intersection Inventory
Madison Ave at:

Corners: NW NE SW SE
Ramp Type (N/D/P)* DDDD
Truncated Dome? (Y/N) NNNN
Landing Space? (Y/N) YYYY
Obstructions (Y/N) NNNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional Madison Ave at:

Corners: NW NE SW SE
Does it Exist? (Y/N) NNNN
Madison Ave at:

Legs: EN W S
Push Button? (Y/N)
APS? (Y/N)
Countdown Signal? (Y/N)
LPI? (Y/N)
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) California Blvd
Criteria 1: Pedestrian Curb Ramps and ADA Feature
s
California Blvd
Criteria 2: Curb Extensions and Bulb‐Outs
California Blvd
Criteria 3: Crosswalk Features
California Blvd
Active Transportation ‐ Intersection Inventory
El Molino Ave at:

Corners: NW NE SW SE NW NE SW SE
Ramp Type (N/D/P)* DDDDDDDD
Truncated Dome? (Y/N) YYYYYYYY
Landing Space? (Y/N) YYYYYYYY
Obstructions (Y/N) NNNNNNNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional El Molino Ave at:

Corners: NW NE SW SE NW NE SW SE
Does it Exist? (Y/N) NNNNNNYN
El Molino Ave at:

Legs: EN W S EN W S
Does it Exist? (Y/N) YYYYYYYY
Signalized? (Y/N) YYYYYYYY
Type? (N/P/L/Z/C/O)* LLLL PPPP
Color (W/Y/D)** Y Y Y Y WWWW
Raised? (Y/N) NNNNNNNN
Advanced Stop? (Y/N) YYYYYYYY
Midblock Median? (Y/N) NNNNNNNN
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative El Molino Ave at:

Legs: EN W S EN W S
Push Button? (Y/N) YYYYYYYY
APS? (Y/N) NNNNNNNN
Countdown Signal? (Y/N) YYYYYYYY
LPI? (Y/N) NNNNNNNN
Criteria 3: Crosswalk Features
Criteria 1: Pedestrian Curb Ramps and ADA Features
Del Mar Blvd California Blvd
Criteria 2: Curb Extensions and Bulb‐Outs
Del Mar Blvd California Blvd
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) Del Mar Blvd California Blvd
Del Mar Blvd California Blvd
Active Transportation ‐ Intersection Inventory
Oak Knoll Ave at:

Corners: NW NE SW SE NW NE SW SE
Ramp Type (N/D/P)* DDDDDDDD
Truncated Dome? (Y/N) Y Y Y YNNNN
Landing Space? (Y/N) YYYYYYYY
Obstructions (Y/N) NNNNNNNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional Oak Knoll Ave at:

Corners: NW NE SW SE NW NE SW SE
Does it Exist? (Y/N) NNNNNNNN
Oak Knoll Ave at:

Legs: EN W S EN W S
Does it Exist? (Y/N) Y Y Y YNNNN
Signalized? (Y/N) YYYY
Type? (N/P/L/Z/C/O)* LLLL
Color (W/Y/D)** YYYY
Raised? (Y/N) NNNN
Advanced Stop? (Y/N) YYYY
Midblock Median? (Y/N) NNNN
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative Oak Knoll Ave at:

Legs: EN W S EN W S
Push Button? (Y/N) YYYY
APS? (Y/N) YYYY
Countdown Signal? (Y/N) YYYY
LPI? (Y/N) YYYY
Criteria 1: Pedestrian Curb Ramps and ADA Features
Del Mar Blvd California Blvd
Criteria 2: Curb Extensions and Bulb‐Outs
Del Mar Blvd California Blvd
Criteria 3: Crosswalk Features
Del Mar Blvd California Blvd
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) Del Mar Blvd California Blvd
Active Transportation ‐ Intersection Inventory
Hudson Ave at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE
Ramp Type (N/D/P)* DDDDDDDD P P
Truncated Dome? (Y/N) YYYYYYYY Y Y
Landing Space? (Y/N) YYYYYYYY Y Y
Obstructions (Y/N) NNNNNNNN N N
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional Hudson Ave at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE
Does it Exist? (Y/N) NNNNNNNN N N
Hudson Ave at:

Legs: EN W S EN W S EN W S
Does it Exist? (Y/N) YYYYYYYYYN N
Signalized? (Y/N) YYYYYYYYN
Type? (N/P/L/Z/C/O)* LLLL PPPPN
Color (W/Y/D)** Y Y Y Y WWWW
Raised? (Y/N) NNNNNNNNN
Advanced Stop? (Y/N) YNYYYNYYN
Midblock Median? (Y/N) NNNNNNNNN
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative Hudson Ave at:

Legs: EN W S EN W S EN W S
Push Button? (Y/N) YYYYYYYY
APS? (Y/N) NNNNNNNN
Countdown Signal? (Y/N) YYYYYYYY
LPI? (Y/N) NNNNNNNN
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) Del Mar Blvd Oakwood PlCalifornia Blvd
Criteria 3: Crosswalk Features
Del Mar Blvd Oakwood PlCalifornia Blvd
Criteria 2: Curb Extensions and Bulb‐Outs
Del Mar Blvd Oakwood PlCalifornia Blvd
Criteria 1: Pedestrian Curb Ramps and ADA Features
Del Mar Blvd Oakwood PlCalifornia Blvd
Active Transportation ‐ Intersection Inventory
Lake Ave at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE
Ramp Type (N/D/P)* PD D P PDDDDD
Truncated Dome? (Y/N) N N N YYYYYYY
Landing Space? (Y/N) YY Y YYYYYYY
Obstructions (Y/N) NN N NNNNNNN
*Ramp Type N = None, D = Diagonal; P = Perpendicular/Directional Lake Ave at:

Corners: NW NE SW SE NW NE SW SE NW NE SW SE
Does it Exist? (Y/N) N N N NNNNN
Lake Ave at:

Legs: EN W S EN W S EN W S
Does it Exist? (Y/N) YY NYN YYYYY
Signalized? (Y/N) Y YYY Y Y Y Y
Type? (N/P/L/Z/C/O)* PP C CPPPP
Color (W/Y/D)** WW W WWWWW
Raised? (Y/N) NN N NNNNN
Advanced Stop? (Y/N) Y YYY Y Y Y Y
Midblock Median? (Y/N) NN N NNNNN
*Crosswalk Type N = not marked; P = Parallel Line; L = Ladder; Z = Zebra; C = Continental; O = Others **Crosswalk Color W = White; Y = Yellow; D = Decorative Lake Ave at:

Legs: EN W S EN W S EN W S
Push Button? (Y/N) Y YYY Y Y Y Y
APS? (Y/N) Y YYY Y Y Y Y
Countdown Signal? (Y/N) Y YYY Y Y Y Y
LPI? (Y/N) Y Y N NNNNN
Criteria 2: Curb Extensions and Bulb‐Outs
San Pasqual St California Blvd
Criteria 1: Pedestrian Curb Ramps and ADA Feature
s
San Pasqual St California BlvdGranite Dr
Granite Dr
Criteria 4: Pedestrian Assistance Features (For Signalized Intersections) San Pasqual St California Blvd
Criteria 3: Crosswalk Features
San Pasqual St California BlvdGranite Dr
Granite Dr
505 Sout
h Oak Knoll Avenue Residential
Local Mobility Analysis
Final Report
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Pasadena City CouncilMarch 23, 2026

Pasadena City Council
March 23, 2026