Pasadena City Council
May 18, 2026

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iteris
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Rosemead Family Apartments
Local Mobility Analysis
Final Report
. ..... ..... . . . ... .• • • •••• • • •• •• •• •• ••• April 10, 2026
Submitted to:

Innovating Through Informatics™

ATTACHMENT F

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TABLE OF CONTENTS

1 Introduction .................................................................................................................................................. 5

1.1 Project Description ............................................................................................................................. 5 2 Existing Transportation Network .................................................................................................................. 7 3 Proposed Project Traffic ................................................................................................................................ 9 4 Intersection Operational Analysis ............................................................................................................... 11

4.1 Analysis Methodology ....................................................................................................................... 11

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 ............................................................................................................................ 28 7 Active Transportation Review ..................................................................................................................... 31

7.1 Inventory ........................................................................................................................................... 31

7.2 Assessment ....................................................................................................................................... 44 8 Conclusions ................................................................................................................................................. 46 Appendix A – Traffic Count Data ......................................................................................................................... 47 Appendix B – LOS Calculation Sheets .................................................................................................................. 48 Appendix C – Queuing Calculation Sheets .......................................................................................................... 53

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TABLES
Table 1: Project Trip Generation ......................................................................................................................... 10 Table 2: Intersection Level of Service Definitions – HCM Methodology ............................................................ 11 Table 3: Intersection Level of Service Caps ......................................................................................................... 12 Table 4: Existing (2026) Intersection Peak Hour Level of Service ....................................................................... 15 Table 5: Existing (2026) with Project Intersection Peak Hour Level of Service ................................................... 20 Table 6: Future (2028) Baseline Intersection Peak Hour Level of Service .......................................................... 22 Table 7: Future (2028) With Project Intersection Peak Hour Level of Service .................................................... 24 Table 8: Street Segment Thresholds ................................................................................................................... 26 Table 9: Street Segment Analysis Summary........................................................................................................ 27 Table 10: Off-site Queue Analysis Summary ....................................................................................................... 28 Table 11: Sidewalk Dimensions ........................................................................................................................... 39 Table 12: Active Transportation Impact Assessment .......................................................................................... 45

FIGURES
Figure 1 – Project Site Plan ................................................................................................................................... 6 Figure 2 – Roadway Classifications ....................................................................................................................... 8 Figure 3 – Project Location, Study Intersections and Study Segment ................................................................ 13 Figure 4 – Existing (2026) Peak Hour Intersection Volumes ............................................................................... 14 Figure 5 – Existing Intersection Lane Configuration ........................................................................................... 16 Figure 6 – Project Trip Distribution ..................................................................................................................... 18 Figure 7 – Project Trip Assignment ..................................................................................................................... 19 Figure 8 – Existing (2026) with Project Peak Hour Intersection Volumes ........................................................... 21 Figure 9 – Future (2028) Baseline Peak Hour Intersection Volumes .................................................................. 23 Figure 10 – Future (2028) with Project Peak Hour Intersection Volumes .......................................................... 25 Figure 11 – Active Transportation Inventory ...................................................................................................... 32 Figure 12 – Eastbound Orange Grove Boulevard Bus Stop (Stop ID 1618) ........................................................ 33 Figure 13 – Westbound Orange Grove Boulevard Bus Stop (Stop ID 10170) .................................................... 34 Figure 14 – Northbound Sierra Madre Villa Avenue Bus Stop (Stop ID 176163) ............................................... 35 Figure 15 – Southbound Sierra Madre Villa Avenue Bus Stop (Stop ID 176161) ............................................... 36 Figure 16 – Westbound Rosemead Boulevard Bus Stop (Stop ID 12332) .......................................................... 37 Figure 17 – Eastbound Rosemead Boulevard Bus Stop (Stop ID 3856) ............................................................. 38 Figure 18 – Sidewalk along the North Side of Rosemead Boulevard .................................................................. 40

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Figure 19 – Sidewalk along the East Side of Sierra Madre Villa Avenue ............................................................. 40 Figure 20 – Sidewalk along the West Side of Greenhill Road ............................................................................. 40 Figure 21 – Bicycle Lane along Rosemead Boulevard (West Direction) .............................................................. 41 Figure 22 – Bicycle Lane along Rosemead Boulevard (East Direction) ............................................................... 42 Figure 23 – Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue Intersection from Southwest Corner ............................................................................................................................................... 43 Figure 24 – Halstead Street – Greenhill Road/Rosemead Boulevard Intersection from Southeast Corner ....... 44

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1 INTRODUCTION
This report summarizes the results of a Local Mobility Analysis (LMA) for the proposed Rosemead Family Apartments project, hereinafter referred to as the “project”, located at 600 North Rosemead Boulevard in the City of Pasadena. This report provides detailed information on the existing and future transportation conditions in the vicinity of the project site. Six (6) existing signalized intersections and one (1) street segment in the vicinity of the project site were 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 consists of a two-story and a five-story family housing development with a total of 133 units (131 affordable housing units and 2 manager’s units). The project is planned to provide a total of 55 vehicle parking spaces and 22 bicycle parking spaces with two full-access driveways off of Rosemead Boulevard to the south of the project site. The primary pedestrian access would be through access points fronting Rosemead Boulevard. The project would include amenities such as office, club rooms, laundry room, landscaped patios, open courtyard, playground areas, and other recreational amenities. The existing project site consists of a 56,828 square-foot two-story office building (west building) and a two-story parking garage (east building), for a total area of approximately 93,760 square feet. The construction of this project would require the west building to be repurposed and converted to a residential building and east building to be demolished. Figure 1 presents the project’s site plan.

Figure 1Project Site PlanVehicle AccessMain Pedestrian Access Main Pedestrian AccessCity of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA

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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:

Orange Grove Boulevard, oriented in an east-west direction, is designated as a City Connector. The roadway is undivided, and consists of two lanes in each direction. On-street parking is generally permitted in both directions. The roadway has a posted speed limit of 40 mph.

Rosemead Boulevard, oriented in an east-west direction, is designated as a City Connector. The roadway is divided with a two-way-left-turn lane, and consists of two lanes in each direction in the study area. On-street parking is generally permitted in both directions, but a portion of the west side is unavailable for on-street parking as it is designated as No Stopping at Any Time. The roadway has a posted speed limit of 40 mph.

Rosemead Boulevard is the sole vehicular and pedestrian access point for the project site.

Foothill Boulevard, oriented in an east-west direction, is designated as a City Connector. The roadway is partially divided with raised medians and partially divided with a two-way-left-turn lane, and consists of two lanes in each direction in the study area. On-street parking is generally prohibited in both directions, except a short section east of Halstead Street, where on-street parking is permitted in both directions with a two-hour limit. The roadway has a posted speed limit of 35 mph.

Hastings Ranch Drive, oriented in an east-west direction, is designated as a Neighborhood Connector. The roadway is undivided, and consists of one lane in each direction. On-street parking is generally permitted in both directions. The roadway has a posted speed limit of 35 mph.

Sierra Madre Villa Avenue, oriented in a north-south direction, is designated as a City Connector. The roadway is partially undivided and partially divided with a two-way-left-turn lane, and consists of one lane in each direction south of Hermanos Street and two lanes in each direction north of Hermanos Street. On-street parking is generally permitted in both directions north of Orange Grove Boulevard – Rosemead Boulevard.

South of Orange Grove Boulevard – Rosemead Boulevard, on-street parking is generally permitted in the southbound direction with a two-hour limit. The roadway has a posted speed limit of 30 mph.

Greenhill Road, oriented in a north-south direction, is designated as a Neighborhood Connector. The roadway is undivided, and consists of one lane in each direction. On-street parking is generally prohibited in both directions. The roadway has a posted speed limit of 25 mph.

Halstead Street, oriented in a north-south direction, is designated as a Neighborhood Connector. The roadway is divided with a two-way-left-turn lane, and consists of one lane in each direction. On-street parking is generally prohibited in the northbound direction and is generally permitted in the southbound direction with a two-hour limit. The roadway assumes the prima facie speed of 25 mph.

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

Figure 2Roadway Classifications

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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 is a 133-unit affordable housing development, consisting of 131 affordable units and 2 manager’s units.

The net trip generation for the proposed project was calculated based on a combination of trip rates published in the Institute of Transportation Engineers (ITE), Trip Generation, 12th Edition, and traffic counts at the current site. The land use categories applied in this analysis are:

 Proposed Project
o Multifamily Housing Mid-Rise (Land Use code 221 in ITE) o Affordable Housing (Land Use code 223 in ITE; income limit restriction)  Existing Site
o Manual Traffic Counts at the project site (conducted February 2026)

As mentioned, the existing site is currently occupied by a two-story office building and a two-story parking garage. In order to accurately capture the existing land use’s activities, a field survey was conducted during the a.m. and p.m. peak period to collect the number of inbound and outbound trips. It was observed that there were a total of 9 trips entering and exiting the existing businesses during the a.m. peak hour. For the purpose of calculating the total daily trips of the existing land use, a K-factor of 10% was assumed, and applied to the a.m. peak hour trips to calculate 90 daily vehicle trips.

In addition, the project is located within a close proximity to bus stops with less than 30-minute peak hour headways located at the Sierra Madre Villa Avenue/Orange Grove Boulevard/Rosemead Boulevard intersection. The accessibility to transit would affect mode choices and reduce the vehicular trip generation from the project. The project is adjacent to bus stops that serve several bus routes (Pasadena Transit 32, 33, 40 and Metro 268); thus, it is assumed that 10 percent of newly generated trips would be transit trips. Table 1 summarizes the net trip generation calculation for the project.

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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
Affordable Housing
(223) 1 131 du 29% 71% 0.36 59% 41% 0.46 4.81 14 34 48 36 25 61 630 Multifamily Housing
(Mid-Rise) (221) 1 2 du 23% 77% 0.38 64% 36% 0.38 4.46 1 1 2 1 1 2 9 Transit Oriented Development Adjustment2 -1 -3 -4 -3 -2 -5 -63 Project Sub-Total 14 32 46 34 24 58 576
Existing Site
Office Building See Note 3 -7 -2 -9 0 -4 -4 -90
PROJECT NET TOTAL TRIPS 7 30 37 34 20 54 486
1 = Based on ITE Trip Generation, 12th Edition
2 = 10% Transit Adjustments applied. Outside of TOD area, but adjacent to transit with less than 30-minute headways during peak periods (Pasadena Transit 32/33/40/Metro 268)
3 = The existing land use is operational. Trips from the driveways of the existing land use were collected during the a.m. and p.m. peak hours. Observed peak hour driveway volumes were converted to daily trips using an assumed peak hour to daily factor of 0.10.

As shown in Table 1, the proposed project is forecast to generate 37 (7 ingress, 30 egress) a.m. peak hour trips, 54 (34 ingress, 20 egress) p.m. peak hour trips, and 486 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 delay. 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.

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

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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

4.2 Study Area, Analysis Scenarios, and Existing Volumes The project site location, study intersections and study segment are illustrated in Figure 3. The study area for analysis includes the following six (6) intersections and one (1) segment in the vicinity of the project site:

Intersections

1. Sierra Madre Villa Avenue/Orange Grove Boulevard/Rosemead Boulevard;

2. Sierra Madre Villa Avenue/Foothill Boulevard (TOD);

3. Greenhill Road/Halstead Street/Rosemead Boulevard;

4. Halstead Street/Foothill Boulevard (TOD);

5. Rosemead Boulevard/Hastings Ranch Drive;

6. Rosemead Boulevard/Foothill Boulevard.

Segment

1. Greenhill Road between Cliff Drive and Hastings Ranch Drive.

Intersection traffic operations 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 (2026) Conditions;
 Existing (2026) with Project Conditions;
 Future (2028) Baseline Conditions;
 Future (2028) with Project Conditions.

The street segment evaluation is presented in detail in Section 5.

4.2.1 Existing Traffic Volumes
Existing traffic counts at study intersections were collected in February 2026 on a typical weekday, with local schools in session. All counts were conducted during the morning peak period (7:00 – 9:00 a.m.) and the 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 3Project Location, Study Intersections and Study Segment

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City of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA

Figure 4Existing (2026) Peak Hour Intersection Volumes
NOT TO SCALECity of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA

6. Rosemead Blvd& Foothill Blvd5. Rosemead Blvd & Hastings Ranch Dr4. Halstead St& Foothill Blvd3. Halstead St & Greenhill Rd& Rosemead Blvd2. Sierra Madre Villa Ave& Foothill Blvd1. Sierra Madre Villa Ave &Rosemead Blvd & Orange Grove BlvdRosemead Blvd21/2144/13123/153102/1158/2872/111 211/629243/726375/791316/95116/97160/696
81/12150/6335/6758/857/33195/314
739/40934/559/1736/74301/209491/301
646/479820/6531205/702898/63035/60880/533
15/25169/24956/6668/54192/96194/202

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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 configuration. All study intersections are signalized.

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 vphpl for exclusive dual left-turn lanes

Peak Hour Factors:
 Utilization for peak hour factor (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 (2026) Intersection Peak Hour Level of Service Intersection Control Type
AM Peak Hour PM Peak Hour
Delay (s) LOS Delay (s) LOS
1 Sierra Madre Villa Ave/Orange Grove
Blvd/Rosemead Blvd* Signalized 35.1 D 34.2 C
2 Sierra Madre Villa Ave/Foothill Blvd Signalized 23.4 C 29.6 C 3 Greenhill Rd/Halstead St/Rosemead
Blvd* Signalized 14.8 B 16.8 B
4 Halstead St/Foothill Blvd Signalized 18.1 B 24.1 C
5 Rosemead Blvd/Hastings Ranch Dr* Signalized 30.0 C 41.7 D 6 Rosemead Blvd/Foothill Blvd Signalized 41.9 D 51.0 D
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 are currently operating at LOS D or better during both the a.m. and p.m. peak hours, and all study intersections meet the minimum acceptable LOS standard. The intersection experiencing the highest delay in the study area is the Rosemead Boulevard/Foothill Boulevard intersection, which operates at LOS D during both peak hours.

Figure 5Existing Intersection Lane Configuration
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6. Rosemead Blvd& Foothill Blvd5. Rosemead Blvd & Hastings Ranch Dr4. Halstead St& Foothill Blvd3. Halstead St & Greenhill Rd& Rosemead Blvd2. Sierra Madre Villa Ave& Foothill Blvd1. Sierra Madre Villa Ave &Rosemead Blvd & Orange Grove BlvdRosemead Blvd

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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 network 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 distribution 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 6Project Trip Distribution
##%##%NOT TO SCALE
City of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA 5%20%
5%5%10%
10%
10%10%20%20%10%20%10%
10%10%10%10%
5%
Figure 7Project Trip Assignment
#
* All turning movements are rounded up, and trip assignments may exceed trip gene tion. raNOT TO SCALECity of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA

6. Rosemead Blvd& Foothill Blvd5. Rosemead Blvd & Hastings Ranch Dr4. Halstead St& Foothill Blvd3. Halstead St & Greenhill Rd& Rosemead Blvd2. Sierra Madre Villa Ave& Foothill Blvd1. Sierra Madre Villa Ave &Rosemead Blvd & Orange Grove BlvdRosemead Blvd120/1311/7 3/23/112/72/78/59/65/3
2/7
6/46/42/93/2

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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 (2026) with Project Intersection Peak Hour Level of Service Intersection
Existing (2026) Conditions Existing (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 Sierra Madre Villa Ave/Orange Grove
Blvd/Rosemead Blvd* 35.1 D 34.2 C 35.1 D 35.3 D No
2 Sierra Madre Villa Ave/Foothill Blvd 23.4 C 29.6 C 23.5 C 29.9 C No 3 Greenhill Rd/Halstead St/Rosemead
Blvd* 14.8 B 16.8 B 16.2 B 17.2 B No
4 Halstead St/Foothill Blvd 18.1 B 24.1 C 18.4 B 24.4 C No 5 Rosemead Blvd/Hastings Ranch Dr* 30.0 C 41.7 D 30.1 C 41.6 D No 6 Rosemead Blvd/Foothill Blvd 41.9 D 51.0 D 42.0 D 51.2 D No 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 5, the study 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 the a.m. and p.m. peak hours under the existing with project conditions. The LOS cap would not be exceeded as the result of the proposed project.

Figure 8Existing (2026) with Project Peak Hour Intersection Volumes NOT TO SCALECity of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA

6. Rosemead Blvd& Foothill Blvd5. Rosemead Blvd & Hastings Ranch Dr4. Halstead St& Foothill Blvd3. Halstead St & Greenhill Rd& Rosemead Blvd2. Sierra Madre Villa Ave& Foothill Blvd1. Sierra Madre Villa Ave &Rosemead Blvd & Orange Grove BlvdRosemead Blvd21/2144/13126/155 105/1268/2872/111 213/636245/733383/796 316/95116/97160/696
81/12150/6344/73 58/857/33195/314
744/41234/559/1736/74301/209 493/308
652/483826/6571207/711898/63035/60 880/533
15/25172/25156/6668/54192/96194/202

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4.3.3 Future Baseline 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 2028. 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 and future year scenarios, the following growth rate was applied to existing volumes to derive future baseline (2028) 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 (2028) Baseline Intersection Peak Hour Level of Service Intersection Control Type
AM Peak Hour PM Peak Hour
Delay (s) LOS Delay (s) LOS
1 Sierra Madre Villa Ave/Orange Grove
Blvd/Rosemead Blvd* Signalized 35.6 D 35.3 D
2 Sierra Madre Villa Ave/Foothill Blvd Signalized 23.9 C 30.5 C 3 Greenhill Rd/Halstead St/Rosemead
Blvd* Signalized 15.2 B 17.3 B
4 Halstead St/Foothill Blvd Signalized 18.5 B 25.3 C
5 Rosemead Blvd/Hastings Ranch Dr* Signalized 30.4 C 42.2 D 6 Rosemead Blvd/Foothill Blvd Signalized 42.9 D 52.7 D
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 6, all study intersections would operate at LOS D or better during both the a.m. and p.m. peak hours under the future baseline conditions, and all study intersection would meet the acceptable LOS standard. The intersection experiencing the highest delay in the study area would be the Rosemead Boulevard/Foothill Boulevard intersection, which operates at LOS D during both peak hours.

Figure 9Future (2028) Baseline Peak Hour Intersection Volumes NOT TO SCALECity of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA

6. Rosemead Blvd& Foothill Blvd5. Rosemead Blvd & Hastings Ranch Dr4. Halstead St& Foothill Blvd3. Halstead St & Greenhill Rd& Rosemead Blvd2. Sierra Madre Villa Ave& Foothill Blvd1. Sierra Madre Villa Ave &Rosemead Blvd & Orange Grove BlvdRosemead Blvd22/2245/13424/157 105/1189/2974/114 216/642248/741383/807323/97117/99164/710
83/12452/6536/6960/878/34199/321
754/41835/5710/1837/76308/214501/308
659/489837/6671230/717917/64336/62898/544
16/26173/25558/6870/56196/98198/207

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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 traffic volumes. Future with project traffic volumes are illustrated in Figure 10.

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

Table 7: Future (2028) With Project Intersection Peak Hour Level of Service Intersection
Future (2028) Baseline
Conditions
Future (2028) 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 Sierra Madre Villa Ave/Orange Grove
Blvd/Rosemead Blvd* 35.6 D 35.3 D 35.9 D 36.4 D No
2 Sierra Madre Villa Ave/Foothill Blvd 23.9 C 30.5 C 24.1 C 30.8 C No 3 Greenhill Rd/Halstead St/Rosemead
Blvd* 15.2 B 17.3 B 16.5 B 17.7 B No
4 Halstead St/Foothill Blvd 18.5 B 25.3 C 18.8 B 25.6 C No 5 Rosemead Blvd/Hastings Ranch Dr* 30.4 C 42.2 D 30.6 C 42.2 D No 6 Rosemead Blvd/Foothill Blvd 42.9 D 52.7 D 42.9 D 52.9 D No 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 7, the study intersections would experience marginal or no increases in delays with the proposed project in the future conditions. All intersections would continue to operate at LOS D or better during both the a.m. and p.m. peak hours under the future with project conditions; thus, the LOS cap would not be exceeded as a result of the proposed project.

Figure 10Future (2028) with Project Peak Hour Intersection Volumes NOT TO SCALECity of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA

6. Rosemead Blvd& Foothill Blvd5. Rosemead Blvd & Hastings Ranch Dr4. Halstead St& Foothill Blvd3. Halstead St & Greenhill Rd& Rosemead Blvd2. Sierra Madre Villa Ave& Foothill Blvd1. Sierra Madre Villa Ave &Rosemead Blvd & Orange Grove BlvdRosemead Blvd22/2245/13427/159108/1299/2974/114 218/649250/748391/812323/97117/99164/710
83/12452/6545/7560/878/34199/321
759/42135/5710/1837/76308/214503/315
665/493843/6711232/726 917/64336/62898/544
16/26176/25758/68 70/56196/98198/207

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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 driveways on Rosemead Boulevard (designated as a City Connector) which connects to Greenhill Road (designated as a Neighborhood Connector). 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 impact 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) neighborhood connector 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:
 Greenhill Road between Cliff Drive and Hastings Ranch Drive.

The analysis is summarized in Table 9. Existing ADT counts were collected by a count firm on a typical weekday in February 2026 (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 as shown below:

Greenhill Road between Cliff Drive and Hastings Ranch Drive Daily Trip Assignment Calculation 𝐷𝑎𝑖𝑙𝑦 𝑇𝑟𝑖𝑝 𝐴𝑠𝑠𝑖𝑔𝑛𝑚𝑒𝑛𝑡 = 486 × 10% = 49 𝒅𝒂𝒊𝒍𝒚 𝒕𝒓𝒊𝒑𝒔
… 𝐷𝑎𝑖𝑙𝑦 𝑃𝑟𝑜𝑗𝑒𝑐𝑡 𝑇𝑟𝑖𝑝 𝐺𝑒𝑛𝑒𝑟𝑎𝑡𝑖𝑜𝑛 = 486 𝑡𝑟𝑖𝑝𝑠
… 𝐷𝑎𝑖𝑙𝑦 𝑇𝑟𝑖𝑝 𝐷𝑖𝑠𝑡𝑟𝑖𝑏𝑢𝑡𝑖𝑜𝑛 = 10% 𝑖𝑛𝑏𝑜𝑢𝑛𝑑; 10% 𝑜𝑢𝑡𝑏𝑜𝑢𝑛𝑑 = 10% 𝑎𝑣𝑒𝑟𝑎𝑔𝑒

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Table 9: Street Segment Analysis Summary
Segment Existing
ADT
Impact
Threshold
Daily Project
Trip
Assignment
Vehicular
Increase Impact?
Greenhill Rd between Cliff Dr & Hastings Ranch Dr 1,573 10% or more 49 3.1% No

As shown, the project is anticipated to distribute 49 or 3.1% more daily trips than the existing land use to Greenhill Road segment between Cliff Drive and Hastings Ranch Drive. Trips distributed to the segment is lower than the impact threshold of 10 percent or more; therefore, the segment is not forecast to be impacted by the proposed project.

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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. Storage lengths measure the striped lengths of exclusive turn lanes and are rounded up to the nearest ten feet, and do not include extra lengths where queues may be stored such as tapers and two-way-left-turn lanes. 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 (2028) Baseline
Conditions
Future (2028) With
Project Conditions
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour

1. Sierra Madre Villa Ave/Orange Grove Blvd/Rosemead Blvd Southbound Left-turn 130 190 210 190 210
Eastbound Left-turn 60 40 40 40 40
Westbound Left-turn 100 20 40 20 50
Westbound Right-turn 280 380 120 390 130

2. Sierra Madre Villa Ave/Foothill Blvd
Northbound Left-turn 320 150 100 150 100
Northbound Right-turn 180 50 280 50 280
Southbound Left-turn 80 70 120 70 120
Eastbound Left-turn 100 80 170 80 170
Westbound Left-turn 150 110 140 110 140

3. Greenhill Rd/Halstead St/Rosemead Blvd
Northbound Left-turn 120 70 140 80 150
Southbound Left-turn 90 30 30 30 30
Eastbound Left-turn 100 30 110 30 110
Eastbound Right-turn 80 20 20 20 20
Westbound Left-turn 100 40 70 40 70
Westbound Right-turn 100 0 0 0 0

4. Halstead St/Foothill Blvd
Northbound Left-turn 110 70 60 70 60
Southbound Left-turn 190 20 120 20 120
Eastbound Left-turn 100 50 60 50 70
Westbound Left-turn 80 40 40 40 40

5. Rosemead Blvd/Hastings Ranch Dr
Northbound Left-turn 120 50 80 50 80
Northbound Right-turn 140 80 110 90 110
Southbound Left-turn 310 120 310 120 310

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Intersection Movement Storage
Length (ft)
Future (2028) Baseline
Conditions
Future (2028) With
Project Conditions
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour
Westbound Left-turn 150 230 130 230 130
Westbound Right-turn 250** 60 50 60 50

6. Rosemead Blvd/Foothill Blvd
Northbound Left-turn 190 260 260 260 260
Northbound Right-turn 180** 50 210 50 210
Southbound Left-turn 240 90 490 90 490
Southbound Right-turn 210 10 10 10 10
Eastbound Left-turn 210 110 150 110 150
Eastbound Right-turn 230 50 190 50 190
Westbound Left-turn 200 300 310 300 310
Westbound Right-turn 200 340 130 340 140
* Highlighted bold and red when 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 the future baseline and future with project conditions at five study intersections. The project is expected to generate additional trips in some of these exclusive turn lanes, but would cause zero or minimal increase in queue lengths. The following provides detailed information of the project’s impact where capacity is forecast to be exceeded:

 Sierra Madre Villa Avenue/Orange Grove Boulevard/Rosemead Boulevard o Southbound left-turn pocket during both the a.m. and p.m. peak hours. The storage length is 130 feet, and the future baseline 95th percentile queue length is 190 feet during the a.m. peak hour and 210 feet during the p.m. peak hour. The proposed project is forecast to add 2 trips during the a.m. peak hour and 6 trips during the p.m. peak hour, which would not increase the queue lengths.
o Westbound right-turn pocket during the a.m. peak hour. The storage length is 280 feet and the future baseline 95th percentile queue length is 380 feet during the a.m. peak hour. The proposed project is forecast to add 5 trips during the a.m. peak hour and 3 trips during the p.m. peak hour, which would increase the queue lengths by 10 feet. Since the westbound right-turn pocket has a 140-feet long, 10-feet wide transition taper shared with Class II bike lane, the increase in queue length due to project traffic would not spill back and impede the westbound through movements.
 Sierra Madre Villa Avenue/Foothill Boulevard
o Northbound right-turn pocket during the p.m. peak hour. The storage length is 180 feet and the future baseline 95th percentile queue length is 280 feet during the p.m. peak hour. The proposed project is forecast to add 1 trip during the a.m. peak hour and 4 trips during the p.m. peak hour, which would not increase the queue lengths.
o Southbound left-turn pocket during the p.m. peak hour. The storage length is 80 feet, and the

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future baseline 95th percentile queue length is 120 feet during the p.m. peak hour. The proposed project is not forecast to add any trips to this turning movement. o Eastbound left-turn pocket during the p.m. peak hour. The storage length is 100 feet and the future baseline 95th percentile queue length is 170 feet during the p.m. peak hour. The proposed project is not forecast to add any trips to this turning movement.  Greenhill Road/Halstead Street/Rosemead Boulevard
o Northbound left-turn pocket during the p.m. peak hour. The storage length is 120 feet and the future baseline 95th percentile queue length is 140 feet during the p.m. peak hour. The proposed project is forecast to add 3 trips during the a.m. peak hour and 11 trips during the p.m. peak hour, which would increase the queue lengths by 10 feet. Since there is a two-way left-turn lane along Halstead Street, the increase in queue length due to project traffic would not spill back and impede the northbound through movements. o Eastbound left-turn pocket during the p.m. peak hour. The storage length is 100 feet and the future baseline 95th percentile queue length is 110 feet during the p.m. peak hour. The proposed project is forecast to add 3 trips during the a.m. peak hour and 2 trips during the p.m. peak hour, which would not increase the queue lengths.  Rosemead Boulevard/Hastings Ranch Drive
o Westbound left-turn pocket during the a.m. peak hour. The storage length is 150 feet and the future baseline 95th percentile queue length is 230 feet during the a.m. peak hour. The proposed project is not forecast to add any trips to this turning movement.  Rosemead Boulevard/Foothill Boulevard
o Northbound left-turn pocket during both the a.m. and p.m. peak hours. The storage length is 190 feet and the future baseline 95th percentile queue length is 260 feet during the a.m. peak hour and 260 feet during the p.m. peak hour. The proposed project is not forecast to add any trips to this turning movement.
o Northbound right-turn pocket during the p.m. peak hour. The storage length is 180 feet and the future baseline 95th percentile queue length is 210 feet during the p.m. peak hour. The proposed project is not forecast to add any trips to this movement. o Southbound left-turn pocket during the p.m. peak hour. The storage length is 240 feet and the future baseline 95th percentile queue length is 490 feet during the p.m. peak hour. The proposed project is forecast to add 3 trips during the a.m. peak hour and 2 trips during the p.m. peak hour, which would not increase the queue lengths. o Westbound left-turn pocket during both the a.m. and p.m. peak hours. The storage length is 200 feet and the future baseline 95th percentile queue length is 300 feet during the a.m. peak hour and 310 feet during the p.m. peak hour. The proposed project is not forecast to add any trips to this turning movement.
o Westbound right-turn pocket during the a.m. peak hour. The storage length is 200 feet and the future baseline 95th percentile queue length is 340 feet during the a.m. peak hour. The proposed project is forecast to add 2 trips during the a.m. peak hour and 7 trips during the p.m. peak hour, which would not increase the queue lengths.

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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 conducted 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

A field survey of the area was performed to collect active transportation facilities within a 0.25-mile radius of the project boundary. The survey focuses on the inventory of key amenities such as transit stops, bike routes, mobility hubs, and key multi-modal trip attractors such as shopping centers, grocery stores, schools, public services (i.e., libraries, hospitals), and parks. For all transit stops adjacent to the project site, a detailed inventory was conducted to note current amenities at each stop, such as transit routes served, shelters, benches, trash cans, and text-to-speech real-time bus arrivals. Figure 11 presents the active transportation inventory of the 0.25-mile radius study area.

Figure 11Active Transportation Inventory
NOT TO SCALECity of PasadenaRosemead Family ApartmentsLocal Mobility Analysis & CEQA HamiltonParkVinaViejaParkGwinn ParkSunnyslopeParkVictoryParkLegend

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A more detailed survey was performed for the blocks of Rosemead Boulevard, Sierra Madre Villa Avenue, and Greenhill Road adjacent to the project site of 600 North Rosemead Boulevard.

Existing Transit Facilities
One eastbound and one westbound bus stop are located on Orange Grove Boulevard adjacent to the project site. One northbound and one southbound bus stop are located on Sierra Madre Villa Avenue adjacent to the project site. One eastbound and one westbound bus stop are located on Rosemead Boulevard adjacent to the project site. Figure 12 shows the eastbound bus stop on Orange Grove Boulevard (Stop ID 1618), which is located at the southwest corner of the Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue intersection. This bus stop is served by Pasadena Transit 33 and Pasadena Transit 40 with services to Sierra Madre Villa A Line Station.

Figure 12 – Eastbound Orange Grove Boulevard
Bus Stop (Stop ID 1618)

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Figure 13 shows the westbound bus stop on Orange Grove Boulevard (Stop ID 10170), which is located at the northwest corner of the Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue intersection. This bus stop is served by Pasadena Transit 33 with service to Highland Park A Line Station and Pasadena Transit 40 with service to Old Pasadena.

Figure 13 – Westbound Orange Grove Boulevard
Bus Stop (Stop ID 10170)

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Figure 14 shows the northbound bus stop on Sierra Madre Villa Avenue (Stop ID 176163), which is located at the southeast corner of the Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue intersection. This bus stop is equipped with a bench and a trash can, and is served by Pasadena Transit 32 with service to Northwest Pasadena (Fair Oaks Avenue/Woodbury Road) and Metro 268 with service to El Monte Station.

Figure 14 – Northbound Sierra Madre Villa Avenue
Bus Stop (Stop ID 176163)

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Figure 15 shows the southbound bus stop on Sierra Madre Villa Avenue (Stop ID 176161), which is located at the northwest corner of the Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue intersection. This bus stop is served by Pasadena Transit 32 and Metro 268 with services to Sierra Madre Villa A Line Station.

Figure 15 – Southbound Sierra Madre Villa Avenue
Bus Stop (Stop ID 176161)

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Figure 16 shows the westbound bus stop on Rosemead Boulevard (Stop ID 12332), which is located at the northwest corner of the Halstead Street – Greenhill Road/Rosemead Boulevard intersection. This bus stop is equipped with a bus shelter, bench, and a trash can, and is served by Pasadena Transit 33 with service to Highland Park A Line Station and Pasadena Transit 40 with service to Old Pasadena.

Figure 16 – Westbound Rosemead Boulevard
Bus Stop (Stop ID 12332)

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Figure 17 shows the eastbound bus stop on Rosemead Boulevard (Stop ID 3856), which is located at the southwest corner of the Halstead Street – Greenhill Road/Rosemead Boulevard intersection. This bus stop is equipped with a bus shelter and a bench, and is served by Pasadena Transit 33 and Pasadena Transit 40 with services to Sierra Madre Villa A Line Station.

Figure 17 – Eastbound Rosemead Boulevard
Bus Stop (Stop ID 3856)

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Existing Pedestrian Facilities
The City of Pasadena aims to provide safe and appropriate walking spaces for pedestrian traffic to travel without obstruction. Street Design Guide, published March 2017, by the City provides a list of recommended dimensions for each zone of streets based on the street typology. The following dimensions are recommended for each of the street types adjacent to the project site:

 Connector-City/Suburban Commercial
o Amenity/Curb Zone: 3 to 7 feet
o Walk Zone: Minimum clear walk of 5 feet
o Total Sidewalk: 8 to 12 feet
 Connector-City/Suburban Residential
o Amenity/Curb Zone: 3 to 7 feet
o Walk Zone: Minimum clear walk of 5 feet
o Total Sidewalk: 8 to 12 feet
 Connector-Neighborhood/Suburban Residential
o Amenity/Curb Zone: 3 to 7 feet
o Walk Zone: Minimum clear walk of 5 feet
o Total Sidewalk: 8 to 12 feet

Streets along the project frontage provide sidewalks on both sides of roadways, which are generally in good condition. The sidewalk on the east side of Greenhill Road is discontinuous beyond the building frontage at the northeast corner of the Halstead Street – Greenhill Road/Rosemead Boulevard intersection. Table 11 summarizes the available sidewalk dimensions and whether they meet recommended dimensions per Street Design Guide.

Table 11: Sidewalk Dimensions
Street Type Side Amenity/
Curb Zone Walk Zone Total Width Meets
Recommendation
Rosemead
Boulevard
Connector – City
Suburban Commercial
North 7 5 12 Yes
South 7 5 12 Yes
Sierra Madre
Villa Avenue
Connector – City
Suburban Residential
East 7 5 12 Yes
West 7 5 12 Yes
Greenhill Road Connector – Neighborhood
Suburban Residential
East 0 10 10 No
West 5 5 10 Yes

As presented in Table 11, the streets each provide a minimum of 5 feet of unobstructed width, and generally 5 to 7 feet of amenity/curb zones that separate the pedestrians from moving vehicles. The east side of Greenhill Road lacks 3 feet of amenity/curb zone, but is compensated by 5 feet of extra width than minimum of the walk zone for a total sidewalk width of 10 feet, which is considered adequate.

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Figure 18, Figure 19, and Figure 20 show the sidewalks along Rosemead Boulevard along the project frontage, sidewalks along the east side of Sierra Madre Villa Avenue and west side of Greenhill Road. There are some deficiencies along the sidewalks adjacent to the project site on Sierra Madre Villa Avenue and Greenhill Road, where sidewalks have been moderately uprooted, and asphalt has been patched up to smoothen the surface.

While treated, and currently moderate, it is prone to further uprooting in the future, and may cause difficulties maneuvering through the street for wheelchair users.

Figure 18 – Sidewalk along the North Side of
Rosemead Boulevard
Figure 19 – Sidewalk along the East Side of Sierra
Madre Villa Avenue

Figure 20 – Sidewalk along the West Side of
Greenhill Road

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Bicycle Facilities
Within the project study area, Class II bicycle lanes are provided along both sides of Rosemead Boulevard, and are approximately 5 feet wide. Class II bicycle lanes are provided along both sides of Sierra Madre Villa Avenue south of Orange Grove Boulevard – Rosemead Boulevard, and along both sides of Halstead Street south of Rosemead Boulevard. Figure 21 shows the Class II bicycle lane along Rosemead Boulevard in the west direction.

Figure 22 shows the Class II bicycle lane along Rosemead Boulevard in the east direction.

Figure 21 – Bicycle Lane along Rosemead Boulevard (West Direction)

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Figure 22 – Bicycle Lane along Rosemead Boulevard (East Direction)

Intersections
Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue and Halstead Street – Greenhill Road/Rosemead Boulevard are the signalized intersections adjacent to the project site. They are both equipped with advanced stops, push buttons, countdown signals with diagonal ramps and good landing spaces with no obstructions at all corners and legs of the intersection. The Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue intersection is equipped with continental crosswalks at all legs. The Halstead Street – Greenhill Road/Rosemead Boulevard intersection is equipped with parallel crosswalks, leading pedestrian interval and audible pedestrian signal at all legs. Truncated domes are installed at all corners at both intersections. Figure 23 and Figure 24 show the view of the two signalized intersections facing the project site.

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Figure 23 – Orange Grove Boulevard – Rosemead Boulevard/Sierra Madre Villa Avenue Intersection from Southwest Corner

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Figure 24 – Halstead Street – Greenhill Road/Rosemead Boulevard Intersection from Southeast Corner

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 12.

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Table 12: 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 12, the project is not anticipated to have an impact on the existing active transportation system within the 0.25-mile radius.

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8 CONCLUSIONS
Iteris prepared a Local Mobility Analysis for the proposed affordable housing development located at 600 North Rosemead Boulevard (Rosemead Family Apartments) in the City of Pasadena. The following describes the results of the Local Mobility Analysis:

 The proposed project is forecast to result in an additional 37 a.m. peak hour trips, 54 p.m. peak hour trips, and 486 daily trips.
 None of the signalized study intersections are forecast to operate at an LOS that exceeds the LOS cap.  The street segment (Greenhill Road) is not forecast to be impacted by the proposed project based on the City’s street segment impact analysis thresholds.
 The proposed project is anticipated to add trips to some of the exclusive turn lanes with 95th percentile queue lengths exceeding the storage lengths. The added trips would cause zero or minimal increases in queue lengths. The added project trips would increase the westbound right-turn queue length by 10 feet at the Sierra Madre Villa Avenue/Orange Grove Boulevard/Rosemead Boulevard intersection, but the increase in queue length due to project traffic would not spill back and impede the westbound through movements due to the 140-feet long, 10-feet wide transition taper shared with Class II bike lane. The added project trips would increase the northbound left-turn queue length by 10 feet at the Greenhill Road/Halstead Street/Rosemead Boulevard intersection, but the increase in queue length due to project traffic would not spill back and impede the northbound through movements due to the existing two-way left-turn lane along Halstead Street. Therefore, the proposed project is not anticipated to have impacts on exclusive turn lanes.
 Based on a comprehensive field survey, one deficiency was observed along the east side of Greenhill Road, where the amenity/curb zone does not exist. However, it is compensated by a walk zone 5 feet wider than the minimum recommended for a total sidewalk width of 10 feet, which is satisfactory.

Sidewalks along the east side of Sierra Madre Villa Avenue and west side of Greenhill Road show a history of moderate uprooting, which has been patched up with asphalt; the sidewalks are prone to further uprooting in the future. The bike lanes along Rosemead Boulevard, Sierra Madre Villa Avenue and Halstead Street provide bicycle access for potential visitors of the project site. Nonetheless, the proposed project is not anticipated to have a negative impact on the existing active transportation system within a 0.25-mile radius.

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APPENDIX A – TRAFFIC COUNT DATA

www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 3% 0.79
WB 3% 0.93
NB 2% 0.91
SB 2% 0.83
TOTAL 3% 0.93
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 7 59 15 0 4 170 186 0 24 65 7 0 44 61 6 648 0 8:00 AM 0 3 36 19 0 4 165 190 0 28 77 6 0 47 63 5 643 0 8:15 AM 0 3 51 21 0 3 181 192 0 24 72 5 0 60 92 6 710 0 8:30 AM 0 8 65 26 0 4 130 171 0 17 73 5 0 57 78 7 641 2,642 0 21 211 81 0 15 646 739 0 93 287 23 0 208 294 24 2,642 0 1 6 3 0 0 19 28 0 1 9 0 0 4 9 0 80
- 5% 3% 4% - 0% 3% 4% - 1% 3% 0% - 2% 3% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 2 11 4 4 1 0 0 0 1 4 1 0
8:00 AM 1 14 1 3 0 0 0 0 0 1 0 3
8:15 AM 3 9 5 3 0 0 1 0 0 1 0 0
8:30 AM 4 13 0 3 0 0 0 0 0 1 0 0
Peak Hour 10 47 10 13 1 0 1 0 1 7 1 380 2 12
1 20 1 1
20 0
21 1 6
19 0 4
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
7:45 AM to 8:45 AM
2/25/2026
7:00 AM to 9:00 AM
1 0
0 0
0 0
0 1
0 0
0 0
1 3
7 1
N
Sierra Madre Villa Ave
Orange Grove Blvd
N Rosemead
BlvdSierra Madre
Villa Ave
Orange Grove
Blvd
Sierra Madre
Villa Ave
2,642TEV:

0.9303PHF: 24
294
208
526
1,047
0 739
646
15 1,400
4420
23 287
93 403
390
0 81
211
21 313
763 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 1 25 8 0 3 51 84 0 4 28 6 0 19 26 3 258 0
7:15 AM 0 2 29 15 0 4 67 90 0 8 42 4 0 18 37 3 319 0
7:30 AM 0 9 24 6 0 3 145 155 0 22 49 8 0 36 38 8 503 0
7:45 AM 0 7 59 15 0 4 170 186 0 24 65 7 0 44 61 6 648 1,728 8:00 AM 0 3 36 19 0 4 165 190 0 28 77 6 0 47 63 5 643 2,113 8:15 AM 0 3 51 21 0 3 181 192 0 24 72 5 0 60 92 6 710 2,504 8:30 AM 0 8 65 26 0 4 130 171 0 17 73 5 0 57 78 7 641 2,642 8:45 AM 0 0 54 21 0 2 117 124 0 16 66 13 0 52 65 4 534 2,528 Count Total 0 33 343 131 0 27 1,026 1,192 0 143 472 54 0 333 460 42 4,256 0 21 211 81 0 15 646 739 0 93 287 23 0 208 294 24 2,642 0 1 6 3 0 0 19 28 0 1 9 0 0 4 9 0 80
- 5% 3% 4% - 0% 3% 4% - 1% 3% 0% - 2% 3% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 2 7 4 5 0 0 0 1 0 1 0 0
7:15 AM 1 9 5 4 0 0 0 0 1 0 3 1
7:30 AM 1 9 2 4 0 0 0 0 1 1 0 3
7:45 AM 2 11 4 4 1 0 0 0 1 4 1 0
8:00 AM 1 14 1 3 0 0 0 0 0 1 0 3
8:15 AM 3 9 5 3 0 0 1 0 0 1 0 0
8:30 AM 4 13 0 3 0 0 0 0 0 1 0 0
8:45 AM 2 9 5 3 0 1 0 1 2 2 2 1
Count Total 16 81 26 29 1 1 1 2 5 11 6 8
Peak Hour 10 47 10 13 1 0 1 0 1 7 1 3
152 5 30
80 2 12
20 0 1
19 2 7
19 0 4
20 1 1
16 0 5
21 1 6
18 1 1
19 0 5
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 2 0 0 0 2 5 0 0 4 0 0 2 3 0 18 0
7:15 AM 0 0 0 1 0 0 6 3 0 0 5 0 0 2 2 0 19 0
7:30 AM 0 0 1 0 0 0 3 6 0 0 2 0 0 2 2 0 16 0
7:45 AM 0 0 1 1 0 0 3 8 0 1 3 0 0 1 3 0 21 74
8:00 AM 0 0 1 0 0 0 7 7 0 0 1 0 0 2 1 0 19 75
8:15 AM 0 0 3 0 0 0 6 3 0 0 5 0 0 0 3 0 20 76
8:30 AM 0 1 1 2 0 0 3 10 0 0 0 0 0 1 2 0 20 80
8:45 AM 0 0 1 1 0 0 5 4 0 0 3 2 0 0 3 0 19 78
Count Total 0 1 10 5 0 0 35 46 0 1 23 2 0 10 19 0 152
Pk Hr Heavy 0 1 6 3 0 0 19 28 0 1 9 0 0 4 9 0 80
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 2 3
Count Total 0 0 0 1 0 0 0 1 0 0 1 0 0 0 2 0 5
Pk Hr Bike 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 2
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.88
WB 1% 0.91
NB 1% 0.94
SB 1% 0.93
TOTAL 1% 0.96
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:30 PM 0 7 160 26 0 8 133 94 0 22 78 9 0 86 65 7 695 0 4:45 PM 0 4 148 26 0 7 111 112 0 23 87 3 0 95 70 4 690 0 5:00 PM 0 6 146 29 0 4 103 89 0 37 79 5 0 80 70 11 659 0 5:15 PM 0 4 175 40 0 6 132 114 0 23 86 5 0 75 58 5 723 2,767 0 21 629 121 0 25 479 409 0 105 330 22 0 336 263 27 2,767 0 0 11 1 0 0 6 3 0 0 5 0 0 5 2 0 33
- 0% 2% 1% - 0% 1% 1% - 0% 2% 0% - 1% 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:30 PM 4 1 0 1 0 0 0 1 2 2 1 3
4:45 PM 4 5 1 1 0 0 0 0 0 4 1 2
5:00 PM 1 1 2 2 0 3 0 0 0 3 0 0
5:15 PM 3 2 2 3 0 0 0 1 2 0 3 3
Peak Hour 12 9 5 7 0 3 0 2 4 9 5 833 5 26
8 6 3 3
10 1
6 1 8
11 0 7
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
4:30 PM to 5:30 PM
2/25/2026
4:00 PM to 6:00 PM
0 0
0 0
2 0
0 0
0 1
2 0
5 8
9 4
N
Sierra Madre Villa Ave
Orange Grove Blvd
N Rosemead
BlvdSierra Madre
Villa Ave
Orange Grove
Blvd
Sierra Madre
Villa Ave
2,767TEV:

0.9568PHF: 27
263
336
626
760
0 409
479
25 913
9870
22 330
105
457
409
0 121
629
21 771
611 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 5 158 27 0 6 98 104 0 22 64 2 0 86 59 3 634 0 4:15 PM 0 5 190 26 0 3 96 87 0 25 66 7 0 91 74 3 673 0
4:30 PM 0 7 160 26 0 8 133 94 0 22 78 9 0 86 65 7 695 0 4:45 PM 0 4 148 26 0 7 111 112 0 23 87 3 0 95 70 4 690 2,692 5:00 PM 0 6 146 29 0 4 103 89 0 37 79 5 0 80 70 11 659 2,717 5:15 PM 0 4 175 40 0 6 132 114 0 23 86 5 0 75 58 5 723 2,767 5:30 PM 0 5 152 33 0 9 106 82 0 28 74 4 0 74 64 3 634 2,706 5:45 PM 0 5 131 27 0 6 83 88 0 27 76 9 0 63 70 6 591 2,607 Count Total 0 41 1,260 234 0 49 862 770 0 207 610 44 0 650 530 42 5,299 0 21 629 121 0 25 479 409 0 105 330 22 0 336 263 27 2,767 0 0 11 1 0 0 6 3 0 0 5 0 0 5 2 0 33
- 0% 2% 1% - 0% 1% 1% - 0% 2% 0% - 1% 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 5 1 1 0 1 1 0 1 1 0 0
4:15 PM 2 1 1 5 0 0 0 1 0 2 0 1
4:30 PM 4 1 0 1 0 0 0 1 2 2 1 3
4:45 PM 4 5 1 1 0 0 0 0 0 4 1 2
5:00 PM 1 1 2 2 0 3 0 0 0 3 0 0
5:15 PM 3 2 2 3 0 0 0 1 2 0 3 3
5:30 PM 2 1 1 2 0 0 0 0 0 0 0 2
5:45 PM 1 2 1 1 0 0 0 0 0 0 1 0
Count Total 17 18 9 16 0 4 1 3 5 12 6 11
Peak Hour 12 9 5 7 0 3 0 2 4 9 5 8
60 8 34
33 5 26
6 0 2
5 0 1
6 3 3
10 1 8
6 1 8
11 0 7
7 2 2
9 1 3
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 2 3 0 0 1 0 0 1 0 0 7 0
4:15 PM 0 0 2 0 0 0 1 0 0 0 1 0 0 2 3 0 9 0
4:30 PM 0 0 4 0 0 0 1 0 0 0 0 0 0 1 0 0 6 0
4:45 PM 0 0 3 1 0 0 3 2 0 0 1 0 0 0 1 0 11 33
5:00 PM 0 0 1 0 0 0 0 1 0 0 2 0 0 2 0 0 6 32
5:15 PM 0 0 3 0 0 0 2 0 0 0 2 0 0 2 1 0 10 33
5:30 PM 0 0 2 0 0 0 1 0 0 0 1 0 0 1 1 0 6 33
5:45 PM 0 0 1 0 0 0 1 1 0 0 1 0 0 0 1 0 5 27
Count Total 0 0 16 1 0 0 11 7 0 0 9 0 0 9 7 0 60
Pk Hr Heavy 0 0 11 1 0 0 6 3 0 0 5 0 0 5 2 0 33
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
5:00 PM 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 3 5
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 5
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4
Count Total 0 0 0 0 0 0 3 1 0 0 1 0 0 0 3 0 8
Pk Hr Bike 0 0 0 0 0 0 2 1 0 0 0 0 0 0 2 0 5
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave Interval
Start
Orange Grove Blvd N Rosemead Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 3% 0.79
WB 2% 0.92
NB 4% 0.87
SB 3% 0.81
TOTAL 3% 0.97
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
8:00 AM 0 15 52 13 0 38 216 5 0 56 106 64 0 6 67 16 654 0 8:15 AM 0 7 50 11 0 42 223 7 0 70 96 62 0 9 69 21 667 0 8:30 AM 0 12 60 11 0 52 214 11 0 57 87 65 0 17 89 18 693 0 8:45 AM 0 10 81 15 0 37 167 11 0 78 99 90 0 7 50 32 677 2,691 0 44 243 50 0 169 820 34 0 261 388 281 0 39 275 87 2,691 0 1 10 0 0 3 17 0 0 12 11 12 0 6 6 1 79
- 2% 4% 0% - 2% 2% 0% - 5% 3% 4% - 15% 2% 1% 3%

EB WB NB SB EB WB NB SB E W N S
8:00 AM 2 1 9 2 0 0 0 1 5 4 1 1
8:15 AM 2 5 9 3 0 0 0 0 5 6 5 7
8:30 AM 5 4 8 6 0 0 0 0 3 6 5 6
8:45 AM 2 10 9 2 0 1 0 0 10 7 9 9
Peak Hour 11 20 35 13 0 1 0 1 23 23 20 2379 2 89
35 23 0 20
23 1
14 1 11
19 0 23
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
8:00 AM to 9:00 AM
2/25/2026
7:00 AM to 9:00 AM
0 0
0 0
0 1
0 0
0 0
1 0
20 23
23 23
N
Sierra Madre Villa Ave
E Foothill Blvd
E Foothill BlvdSierra Madre
Villa Ave
E Foothill Blvd
Sierra Madre
Villa Ave
2,691TEV:

0.9708PHF: 87
275
39 401
466
0 34
820
169
1,023
5630
281
388
261
930
494
0 50
243
44 337
1,168 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 2 19 5 0 28 104 4 0 22 33 35 0 0 48 7 307 0
7:15 AM 0 6 28 11 0 30 101 3 0 23 51 46 1 11 36 9 356 0 7:30 AM 0 9 37 2 0 29 171 7 0 35 81 56 0 0 54 11 492 0
7:45 AM 0 9 58 6 0 30 214 10 0 62 89 69 0 5 64 14 630 1,785 8:00 AM 0 15 52 13 0 38 216 5 0 56 106 64 0 6 67 16 654 2,132 8:15 AM 0 7 50 11 0 42 223 7 0 70 96 62 0 9 69 21 667 2,443 8:30 AM 0 12 60 11 0 52 214 11 0 57 87 65 0 17 89 18 693 2,644 8:45 AM 0 10 81 15 0 37 167 11 0 78 99 90 0 7 50 32 677 2,691 Count Total 0 70 385 74 0 286 1,410 58 0 403 642 487 1 55 477 128 4,476 0 44 243 50 0 169 820 34 0 261 388 281 0 39 275 87 2,691 0 1 10 0 0 3 17 0 0 12 11 12 0 6 6 1 79
- 2% 4% 0% - 2% 2% 0% - 5% 3% 4% - 15% 2% 1% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 3 5 8 5 0 0 0 0 1 0 0 0
7:15 AM 7 3 8 4 0 0 0 0 4 0 1 0
7:30 AM 1 6 8 2 0 0 1 0 2 0 2 1
7:45 AM 5 2 8 3 0 0 0 0 5 5 3 8
8:00 AM 2 1 9 2 0 0 0 1 5 4 1 1
8:15 AM 2 5 9 3 0 0 0 0 5 6 5 7
8:30 AM 5 4 8 6 0 0 0 0 3 6 5 6
8:45 AM 2 10 9 2 0 1 0 0 10 7 9 9
Count Total 27 36 67 27 0 1 1 1 35 28 26 32
Peak Hour 11 20 35 13 0 1 0 1 23 23 20 23
157 3 121
79 2 89
23 0 20
23 1 35
14 1 11
19 0 23
17 1 5
18 0 21
21 0 1
22 0 5
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 2 1 0 1 3 1 0 1 4 3 0 0 3 2 21 0
7:15 AM 0 1 4 2 0 0 2 1 0 0 3 5 0 1 3 0 22 0
7:30 AM 0 0 1 0 0 0 6 0 0 5 1 2 0 0 2 0 17 0
7:45 AM 0 0 4 1 0 0 2 0 0 1 4 3 0 1 1 1 18 78
8:00 AM 0 0 2 0 0 0 1 0 0 2 3 4 0 1 1 0 14 71
8:15 AM 0 1 1 0 0 1 4 0 0 3 3 3 0 2 1 0 19 68
8:30 AM 0 0 5 0 0 2 2 0 0 5 0 3 0 2 4 0 23 74
8:45 AM 0 0 2 0 0 0 10 0 0 2 5 2 0 1 0 1 23 79
Count Total 0 2 21 4 0 4 30 2 0 19 23 25 0 8 15 4 157
Pk Hr Heavy 0 1 10 0 0 3 17 0 0 12 11 12 0 6 6 1 79
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2
Count Total 0 0 0 0 0 0 1 0 0 0 1 0 0 1 0 0 3
Pk Hr Bike 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 2
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 1% 0.92
WB 1% 0.94
NB 1% 0.93
SB 1% 0.87
TOTAL 1% 0.97
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:45 PM 0 35 188 17 0 43 150 17 0 47 107 99 0 18 67 15 803 0 5:00 PM 0 30 205 14 0 68 161 17 0 33 99 97 0 25 66 23 838 0 5:15 PM 0 36 179 20 0 65 169 13 0 39 98 95 0 16 54 12 796 0 5:30 PM 0 30 154 12 0 73 173 8 0 31 93 108 0 23 83 13 801 3,238 0 131 726 63 0 249 653 55 0 150 397 399 0 82 270 63 3,238 0 0 9 0 0 2 5 1 0 2 5 5 0 4 2 0 35
- 0% 1% 0% - 1% 1% 2% - 1% 1% 1% - 5% 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:45 PM 3 2 2 3 0 0 0 0 12 1 2 3
5:00 PM 2 0 3 1 0 0 0 0 18 1 10 7
5:15 PM 3 1 6 1 1 0 1 0 3 0 4 3
5:30 PM 1 5 1 1 0 0 0 0 3 1 6 6
Peak Hour 9 8 12 6 1 0 1 0 36 3 22 1935 2 80
16 11 2 10
8 0
10 0 18
6 0 36
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
4:45 PM to 5:45 PM
2/25/2026
4:00 PM to 6:00 PM
0 1
0 0
0 0
0 0
1 0
0 0
22 19
3 36
N
Sierra Madre Villa Ave
E Foothill Blvd
E Foothill BlvdSierra Madre
Villa Ave
E Foothill Blvd
Sierra Madre
Villa Ave
3,238TEV:

0.9660PHF: 63
270
82 415
583
0 55
653
249
957
1,2070
399
397
150
946
582
0 63
726
131
920
866 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 28 195 20 0 57 167 10 0 42 75 84 0 14 71 18 781 0 4:15 PM 0 33 186 18 0 41 172 10 0 32 75 83 0 17 79 13 759 0 4:30 PM 0 37 181 13 0 69 173 6 0 27 79 73 0 11 74 21 764 0 4:45 PM 0 35 188 17 0 43 150 17 0 47 107 99 0 18 67 15 803 3,107 5:00 PM 0 30 205 14 0 68 161 17 0 33 99 97 0 25 66 23 838 3,164 5:15 PM 0 36 179 20 0 65 169 13 0 39 98 95 0 16 54 12 796 3,201 5:30 PM 0 30 154 12 0 73 173 8 0 31 93 108 0 23 83 13 801 3,238 5:45 PM 0 25 164 18 0 52 150 11 0 30 111 105 0 12 65 23 766 3,201 Count Total 0 254 1,452 132 0 468 1,315 92 0 281 737 744 0 136 559 138 6,308 0 131 726 63 0 249 653 55 0 150 397 399 0 82 270 63 3,238 0 0 9 0 0 2 5 1 0 2 5 5 0 4 2 0 35
- 0% 1% 0% - 1% 1% 2% - 1% 1% 1% - 5% 1% 0% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 2 3 4 1 0 0 0 0 9 6 3 4
4:15 PM 6 3 3 3 0 0 0 1 7 4 8 11
4:30 PM 3 3 5 0 1 0 0 0 7 1 5 9
4:45 PM 3 2 2 3 0 0 0 0 12 1 2 3
5:00 PM 2 0 3 1 0 0 0 0 18 1 10 7
5:15 PM 3 1 6 1 1 0 1 0 3 0 4 3
5:30 PM 1 5 1 1 0 0 0 0 3 1 6 6
5:45 PM 3 2 5 1 0 0 0 0 11 1 7 1
Count Total 23 19 29 11 2 0 1 1 70 15 45 44
Peak Hour 9 8 12 6 1 0 1 0 36 3 22 19
82 4 174
35 2 80
8 0 16
11 0 20
6 0 36
11 2 10
11 1 22
10 0 18
10 0 22
15 1 30
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 2 0 0 0 2 1 0 2 0 2 0 0 0 1 10 0
4:15 PM 0 0 6 0 0 0 3 0 0 0 1 2 0 1 2 0 15 0
4:30 PM 0 0 3 0 0 0 3 0 0 2 1 2 0 0 0 0 11 0
4:45 PM 0 0 3 0 0 1 1 0 0 0 1 1 0 1 2 0 10 46
5:00 PM 0 0 2 0 0 0 0 0 0 0 2 1 0 1 0 0 6 42
5:15 PM 0 0 3 0 0 0 1 0 0 2 2 2 0 1 0 0 11 38
5:30 PM 0 0 1 0 0 1 3 1 0 0 0 1 0 1 0 0 8 35
5:45 PM 0 0 3 0 0 1 1 0 0 2 1 2 0 1 0 0 11 36
Count Total 0 0 23 0 0 3 14 2 0 8 8 13 0 6 4 1 82
Pk Hr Heavy 0 0 9 0 0 2 5 1 0 2 5 5 0 4 2 0 35
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0
4:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:15 PM 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 2 3
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
Count Total 0 0 1 1 0 0 0 0 0 1 0 0 0 0 1 0 4
Pk Hr Bike 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 2
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave Interval
Start
E Foothill Blvd E Foothill Blvd Sierra Madre Villa Ave Sierra Madre Villa Ave 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.85
WB 3% 0.97
NB 3% 0.76
SB 0% 0.83
TOTAL 3% 0.93
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 7 83 9 0 10 319 0 0 9 9 6 0 3 13 29 497 0
8:00 AM 0 3 80 9 0 16 305 0 0 10 7 8 0 3 13 46 500 0
8:15 AM 0 8 96 11 0 11 309 7 0 19 11 7 0 3 9 50 541 0
8:30 AM 0 5 116 6 0 19 272 2 0 11 9 6 0 7 5 26 484 2,022 0 23 375 35 0 56 1,205 9 0 49 36 27 0 16 40 151 2,022
0 0 7 3 0 0 44 0 0 3 0 0 0 0 0 0 57
- 0% 2% 9% - 0% 4% 0% - 6% 0% 0% - 0% 0% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 2 11 0 0 0 0 0 1 0 1 1 4
8:00 AM 3 13 1 0 0 0 0 0 1 1 4 2
8:15 AM 3 8 1 0 0 0 0 0 0 1 1 3
8:30 AM 2 12 1 0 0 0 0 0 0 3 2 1
Peak Hour 10 44 3 0 0 0 0 1 1 6 8 1057 1 25
6 12 0 5
15 0
13 1 6
17 0 8
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd 15-min
Total
7:45 AM to 8:45 AM
2/25/2026
7:00 AM to 9:00 AM
0 0
0 0
0 1
0 0
0 0
0 0
8 10
6 1
N
N Halstead St
N Rosemead Blvd
N Rosemead
BlvdN Halstead St
N Rosemead
Blvd
Greenhill Rd
2,022TEV:

0.9344PHF: 151
40 16
207
68 0
9 1,205
56 1,270
4180
27 36
49 112
131
0 35
375
23 433
1,405 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 3 36 4 0 5 139 1 0 4 1 5 0 3 5 2 208 0
7:15 AM 0 1 43 3 0 6 147 1 0 5 5 2 0 3 4 13 233 0
7:30 AM 0 5 56 8 0 13 284 2 0 5 5 3 0 4 7 29 421 0
7:45 AM 0 7 83 9 0 10 319 0 0 9 9 6 0 3 13 29 497 1,359 8:00 AM 0 3 80 9 0 16 305 0 0 10 7 8 0 3 13 46 500 1,651 8:15 AM 0 8 96 11 0 11 309 7 0 19 11 7 0 3 9 50 541 1,959 8:30 AM 0 5 116 6 0 19 272 2 0 11 9 6 0 7 5 26 484 2,022 8:45 AM 0 7 91 13 0 10 205 2 0 15 12 11 0 6 15 26 413 1,938 Count Total 0 39 601 63 0 90 1,980 15 0 78 59 48 0 32 71 221 3,297 0 23 375 35 0 56 1,205 9 0 49 36 27 0 16 40 151 2,022
0 0 7 3 0 0 44 0 0 3 0 0 0 0 0 0 57
- 0% 2% 9% - 0% 4% 0% - 6% 0% 0% - 0% 0% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 4 7 0 0 0 0 0 0 1 0 2 0
7:15 AM 2 8 1 0 0 0 0 0 0 0 1 1
7:30 AM 3 9 0 0 0 0 0 0 0 0 3 0
7:45 AM 2 11 0 0 0 0 0 1 0 1 1 4
8:00 AM 3 13 1 0 0 0 0 0 1 1 4 2
8:15 AM 3 8 1 0 0 0 0 0 0 1 1 3
8:30 AM 2 12 1 0 0 0 0 0 0 3 2 1
8:45 AM 3 7 1 3 0 0 0 0 0 3 0 0
Count Total 22 75 5 3 0 0 0 1 2 9 14 11
Peak Hour 10 44 3 0 0 0 0 1 1 6 8 10
105 1 36
57 1 25
15 0 6
14 0 3
17 0 8
12 0 5
12 0 3
13 1 6
11 0 3
11 0 2
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 3 1 0 0 7 0 0 0 0 0 0 0 0 0 11 0
7:15 AM 0 0 2 0 0 0 8 0 0 1 0 0 0 0 0 0 11 0
7:30 AM 0 0 3 0 0 0 9 0 0 0 0 0 0 0 0 0 12 0
7:45 AM 0 0 1 1 0 0 11 0 0 0 0 0 0 0 0 0 13 47
8:00 AM 0 0 2 1 0 0 13 0 0 1 0 0 0 0 0 0 17 53
8:15 AM 0 0 2 1 0 0 8 0 0 1 0 0 0 0 0 0 12 54
8:30 AM 0 0 2 0 0 0 12 0 0 1 0 0 0 0 0 0 15 57
8:45 AM 0 0 3 0 0 0 7 0 0 0 1 0 0 1 0 2 14 58
Count Total 0 0 18 4 0 0 75 0 0 4 1 0 0 1 0 2 105
Pk Hr Heavy 0 0 7 3 0 0 44 0 0 3 0 0 0 0 0 0 57
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.95
WB 1% 0.93
NB 0% 0.82
SB 1% 0.80
TOTAL 1% 0.91
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:30 PM 0 37 205 16 0 13 189 7 0 34 15 20 0 4 8 14 562 0 4:45 PM 0 39 199 9 0 15 180 3 0 28 31 14 0 5 13 15 551 0 5:00 PM 0 31 181 27 0 18 145 4 0 28 35 31 0 4 10 13 527 0 5:15 PM 0 46 206 15 1 19 188 3 0 42 33 29 0 6 19 14 621 2,261 0 153 791 67 1 65 702 17 0 132 114 94 0 19 50 56 2,261
0 3 12 2 0 0 5 0 0 1 0 0 0 0 0 1 24
- 2% 2% 3% 0% 0% 1% 0% - 1% 0% 0% - 0% 0% 2% 1%

EB WB NB SB EB WB NB SB E W N S
4:30 PM 5 0 0 0 0 0 0 0 0 4 2 0
4:45 PM 3 3 1 1 0 0 0 0 0 3 1 5
5:00 PM 4 1 0 0 0 0 1 0 2 0 2 1
5:15 PM 5 1 0 0 0 0 1 0 1 2 1 3
Peak Hour 17 5 1 1 0 0 2 0 3 9 6 924 2 27
7 5 1 5
6 1
5 0 6
8 0 9
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd 15-min
Total
4:30 PM to 5:30 PM
2/25/2026
4:00 PM to 6:00 PM
0 0
0 0
0 0
0 2
0 0
0 0
6 9
9 3
N
N Halstead St
N Rosemead Blvd
N Rosemead
BlvdN Halstead St
N Rosemead
Blvd
Greenhill Rd
2,261TEV:

0.9102PHF: 56
50 19
125
284
0 17
702
65 785
9051
94 114
132
340
182
0 67
791
153
1,011
890 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 29 215 12 0 9 176 9 0 27 22 22 0 4 12 15 552 0 4:15 PM 0 44 234 10 0 15 155 7 0 22 28 30 0 3 9 4 561 0 4:30 PM 0 37 205 16 0 13 189 7 0 34 15 20 0 4 8 14 562 0 4:45 PM 0 39 199 9 0 15 180 3 0 28 31 14 0 5 13 15 551 2,226 5:00 PM 0 31 181 27 0 18 145 4 0 28 35 31 0 4 10 13 527 2,201 5:15 PM 0 46 206 15 1 19 188 3 0 42 33 29 0 6 19 14 621 2,261 5:30 PM 0 35 185 8 0 13 172 8 0 22 26 11 0 2 6 10 498 2,197 5:45 PM 0 36 169 13 0 7 138 5 0 35 42 18 0 8 12 7 490 2,136 Count Total 0 297 1,594 110 1 109 1,343 46 0 238 232 175 0 36 89 92 4,362 0 153 791 67 1 65 702 17 0 132 114 94 0 19 50 56 2,261
0 3 12 2 0 0 5 0 0 1 0 0 0 0 0 1 24
- 2% 2% 3% 0% 0% 1% 0% - 1% 0% 0% - 0% 0% 2% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 1 6 1 0 0 0 0 0 1 0 1 0
4:15 PM 3 1 1 0 0 0 0 0 1 0 1 4
4:30 PM 5 0 0 0 0 0 0 0 0 4 2 0
4:45 PM 3 3 1 1 0 0 0 0 0 3 1 5
5:00 PM 4 1 0 0 0 0 1 0 2 0 2 1
5:15 PM 5 1 0 0 0 0 1 0 1 2 1 3
5:30 PM 3 1 1 0 0 0 0 0 1 2 1 1
5:45 PM 1 2 0 0 0 0 0 0 0 0 0 1
Count Total 25 15 4 1 0 0 2 0 6 11 9 15
Peak Hour 17 5 1 1 0 0 2 0 3 9 6 9
45 2 41
24 2 27
5 0 5
3 0 1
5 1 5
6 1 7
5 0 6
8 0 9
8 0 2
5 0 6
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 1 0 0 0 6 0 0 0 0 1 0 0 0 0 8 0
4:15 PM 0 0 3 0 0 0 1 0 0 1 0 0 0 0 0 0 5 0
4:30 PM 0 0 4 1 0 0 0 0 0 0 0 0 0 0 0 0 5 0
4:45 PM 0 0 3 0 0 0 3 0 0 1 0 0 0 0 0 1 8 26
5:00 PM 0 2 2 0 0 0 1 0 0 0 0 0 0 0 0 0 5 23
5:15 PM 0 1 3 1 0 0 1 0 0 0 0 0 0 0 0 0 6 24
5:30 PM 0 1 2 0 0 1 0 0 0 1 0 0 0 0 0 0 5 24
5:45 PM 0 0 0 1 0 0 2 0 0 0 0 0 0 0 0 0 3 19
Count Total 0 4 18 3 0 1 14 0 0 3 0 1 0 0 0 1 45
Pk Hr Heavy 0 3 12 2 0 0 5 0 0 1 0 0 0 0 0 1 24
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 1
5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
Count Total 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd Interval
Start
N Rosemead Blvd N Rosemead Blvd N Halstead St Greenhill Rd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 6% 0.91
WB 2% 0.94
NB 2% 0.96
SB 4% 0.85
TOTAL 3% 0.99
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 28 87 11 0 20 209 10 0 25 5 9 0 3 8 14 429 0
8:00 AM 0 22 75 14 0 13 228 11 0 26 4 8 0 6 13 9 429 0
8:15 AM 0 28 69 11 0 22 237 8 0 22 3 12 0 1 10 9 432 0
8:30 AM 1 23 85 22 0 13 224 7 0 21 7 12 0 3 6 13 437 1,727 1 101 316 58 0 68 898 36 0 94 19 41 0 13 37 45 1,727
1 3 17 9 0 8 8 0 0 1 0 2 0 1 2 1 53
100% 3% 5% 16% - 12% 1% 0% - 1% 0% 5% - 8% 5% 2% 3%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 8 2 0 1 0 0 0 0 9 4 8 0
8:00 AM 7 4 0 1 0 0 0 0 6 5 1 4
8:15 AM 6 9 1 1 0 0 0 0 4 3 2 1
8:30 AM 9 1 2 1 0 0 0 0 3 2 2 1
Peak Hour 30 16 3 4 0 0 0 0 22 14 13 653 0 55
8 17 0 10
13 0
11 0 21
12 0 16
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St 15-min
Total
7:45 AM to 8:45 AM
2/25/2026
7:00 AM to 9:00 AM
0 0
0 0
0 0
0 0
0 0
0 0
13 6
14 22
N
N Halstead St
E Foothill Blvd
E Foothill BlvdN Halstead St
E Foothill Blvd
N Halstead St
1,727TEV:

0.9880PHF: 45
37 13
95 156
0 36
898
68 1,002
3700
41 19
94 154
163
0 58
316
101
476
1,038 1
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 6 42 7 0 11 114 5 0 15 3 3 0 2 7 6 221 0
7:15 AM 0 12 51 14 0 12 105 5 0 19 3 3 0 0 5 4 233 0
7:30 AM 0 12 50 14 0 10 159 3 0 25 4 10 0 5 9 9 310 0
7:45 AM 0 28 87 11 0 20 209 10 0 25 5 9 0 3 8 14 429 1,193 8:00 AM 0 22 75 14 0 13 228 11 0 26 4 8 0 6 13 9 429 1,401 8:15 AM 0 28 69 11 0 22 237 8 0 22 3 12 0 1 10 9 432 1,600 8:30 AM 1 23 85 22 0 13 224 7 0 21 7 12 0 3 6 13 437 1,727 8:45 AM 0 39 114 11 0 11 178 11 0 16 4 5 0 3 7 8 407 1,705 Count Total 1 170 573 104 0 112 1,454 60 0 169 33 62 0 23 65 72 2,898 1 101 316 58 0 68 898 36 0 94 19 41 0 13 37 45 1,727
1 3 17 9 0 8 8 0 0 1 0 2 0 1 2 1 53
100% 3% 5% 16% - 12% 1% 0% - 1% 0% 5% - 8% 5% 2% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 5 7 0 1 0 0 0 0 1 0 2 1
7:15 AM 9 4 1 1 0 0 0 0 2 2 1 0
7:30 AM 2 6 1 1 0 0 1 0 0 4 0 4
7:45 AM 8 2 0 1 0 0 0 0 9 4 8 0
8:00 AM 7 4 0 1 0 0 0 0 6 5 1 4
8:15 AM 6 9 1 1 0 0 0 0 4 3 2 1
8:30 AM 9 1 2 1 0 0 0 0 3 2 2 1
8:45 AM 7 13 0 1 0 0 0 0 1 3 1 2
Count Total 53 46 5 8 0 0 1 0 26 23 17 13
Peak Hour 30 16 3 4 0 0 0 0 22 14 13 6
112 1 79
53 0 55
13 0 8
21 0 7
12 0 16
17 0 10
10 1 8
11 0 21
13 0 4
15 0 5
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 5 0 0 3 4 0 0 0 0 0 0 0 1 0 13 0
7:15 AM 0 2 5 2 0 1 3 0 0 1 0 0 0 0 1 0 15 0
7:30 AM 0 0 2 0 0 3 3 0 0 1 0 0 0 0 0 1 10 0
7:45 AM 0 0 6 2 0 0 2 0 0 0 0 0 0 0 1 0 11 49
8:00 AM 0 1 2 4 0 3 1 0 0 0 0 0 0 1 0 0 12 48
8:15 AM 0 1 4 1 0 5 4 0 0 0 0 1 0 0 1 0 17 50
8:30 AM 1 1 5 2 0 0 1 0 0 1 0 1 0 0 0 1 13 53
8:45 AM 0 0 4 3 0 3 9 1 0 0 0 0 0 0 0 1 21 63
Count Total 1 5 33 14 0 18 27 1 0 3 0 2 0 1 4 3 112
Pk Hr Heavy 1 3 17 9 0 8 8 0 0 1 0 2 0 1 2 1 53
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 1% 0.96
WB 2% 0.94
NB 1% 0.80
SB 1% 0.84
TOTAL 2% 0.94
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:45 PM 0 23 257 20 0 9 156 23 2 17 2 7 0 33 6 28 583 0 5:00 PM 0 27 241 25 0 16 170 16 0 22 10 14 0 56 10 45 652 0 5:15 PM 0 32 230 18 0 15 154 20 0 21 13 19 0 41 14 43 620 0 5:30 PM 0 33 223 22 0 14 150 15 0 10 10 22 0 40 9 49 597 2,452 0 115 951 85 0 54 630 74 2 70 35 62 0 170 39 165 2,452
0 0 11 6 0 5 9 1 0 0 1 1 0 0 3 0 37
- 0% 1% 7% - 9% 1% 1% 0% 0% 3% 2% - 0% 8% 0% 2%

EB WB NB SB EB WB NB SB E W N S
4:45 PM 4 5 0 1 0 0 1 0 8 8 2 3
5:00 PM 3 3 1 0 0 0 0 0 14 1 6 1
5:15 PM 7 1 1 1 0 0 0 0 4 10 9 8
5:30 PM 3 6 0 1 0 0 0 0 8 6 5 0
Peak Hour 17 15 2 3 0 0 1 0 34 25 22 1237 1 93
19 10 0 31
10 0
10 1 21
7 0 22
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St 15-min
Total
4:45 PM to 5:45 PM
2/25/2026
4:00 PM to 6:00 PM
0 0
0 0
0 0
1 0
0 0
0 0
22 12
25 34
N
N Halstead St
E Foothill Blvd
E Foothill BlvdN Halstead St
E Foothill Blvd
N Halstead St
2,452TEV:

0.9402PHF: 165
39 170
374
224
0 74
630
54 758
1,1830
62 35
70 169
180
2 85
951
115
1,151
865 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 30 228 7 0 10 196 31 0 12 4 10 0 27 3 32 590 0 4:15 PM 0 22 241 12 0 10 180 23 0 7 4 6 0 36 6 41 588 0 4:30 PM 0 23 208 11 0 7 146 28 0 13 4 8 0 37 6 40 531 0 4:45 PM 0 23 257 20 0 9 156 23 2 17 2 7 0 33 6 28 583 2,292 5:00 PM 0 27 241 25 0 16 170 16 0 22 10 14 0 56 10 45 652 2,354 5:15 PM 0 32 230 18 0 15 154 20 0 21 13 19 0 41 14 43 620 2,386 5:30 PM 0 33 223 22 0 14 150 15 0 10 10 22 0 40 9 49 597 2,452 5:45 PM 0 25 233 16 0 9 167 20 1 13 9 14 0 32 7 33 579 2,448 Count Total 0 215 1,861 131 0 90 1,319 176 3 115 56 100 0 302 61 311 4,740 0 115 951 85 0 54 630 74 2 70 35 62 0 170 39 165 2,452
0 0 11 6 0 5 9 1 0 0 1 1 0 0 3 0 37
- 0% 1% 7% - 9% 1% 1% 0% 0% 3% 2% - 0% 8% 0% 2%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 4 3 0 1 0 0 0 0 6 2 9 4
4:15 PM 10 4 0 1 0 0 0 0 6 4 10 2
4:30 PM 5 3 0 1 0 0 0 0 8 6 5 0
4:45 PM 4 5 0 1 0 0 1 0 8 8 2 3
5:00 PM 3 3 1 0 0 0 0 0 14 1 6 1
5:15 PM 7 1 1 1 0 0 0 0 4 10 9 8
5:30 PM 3 6 0 1 0 0 0 0 8 6 5 0
5:45 PM 6 2 0 1 0 0 0 0 8 2 2 4
Count Total 42 27 2 7 0 0 1 0 62 39 48 22
Peak Hour 17 15 2 3 0 0 1 0 34 25 22 12
78 1 171
37 1 93
10 0 19
9 0 16
7 0 22
10 0 31
9 0 19
10 1 21
8 0 21
15 0 22
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 4 0 0 1 2 0 0 0 0 0 0 0 1 0 8 0
4:15 PM 0 1 5 4 0 1 3 0 0 0 0 0 0 0 0 1 15 0
4:30 PM 0 0 5 0 0 2 1 0 0 0 0 0 0 0 1 0 9 0
4:45 PM 0 0 2 2 0 1 3 1 0 0 0 0 0 0 1 0 10 42
5:00 PM 0 0 2 1 0 2 1 0 0 0 0 1 0 0 0 0 7 41
5:15 PM 0 0 5 2 0 1 0 0 0 0 1 0 0 0 1 0 10 36
5:30 PM 0 0 2 1 0 1 5 0 0 0 0 0 0 0 1 0 10 37
5:45 PM 0 0 5 1 0 1 1 0 0 0 0 0 0 0 1 0 9 36
Count Total 0 1 30 11 0 10 16 1 0 0 1 1 0 0 6 1 78
Pk Hr Heavy 0 0 11 6 0 5 9 1 0 0 1 1 0 0 3 0 37
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St Interval
Start
E Foothill Blvd E Foothill Blvd N Halstead St N Halstead St 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.65
WB 2% 0.86
NB 3% 0.94
SB 2% 0.79
TOTAL 3% 0.95
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 2 2 2 0 37 9 68 0 2 278 34 0 20 44 0 498 0
8:00 AM 0 1 4 2 0 43 5 83 0 2 241 38 0 25 50 2 496 0
8:15 AM 0 2 3 1 0 47 9 74 1 6 272 39 0 20 55 1 530 0
8:30 AM 0 3 7 2 0 65 12 76 1 20 229 32 0 18 79 3 547 2,071 0 8 16 7 0 192 35 301 2 30 1,020 143 0 83 228 6 2,071
0 0 0 0 0 4 1 4 0 0 39 2 0 0 7 0 57
- 0% 0% 0% - 2% 3% 1% 0% 0% 4% 1% - 0% 3% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 0 1 10 2 0 0 0 0 0 0 0 0
8:00 AM 0 2 13 1 0 0 1 0 2 1 0 1
8:15 AM 0 2 9 3 0 0 0 0 0 0 0 0
8:30 AM 0 4 9 1 0 0 0 0 0 1 0 1
Peak Hour 0 9 41 7 0 0 1 0 2 2 0 257 1 6
2 14 0 0
14 0
13 0 0
16 1 4
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd 15-min
Total
7:45 AM to 8:45 AM
2/25/2026
7:00 AM to 9:00 AM
0 0
0 0
0 0
1 0
0 0
0 0
0 2
2 2
N
N Rosemead Blvd
Hasting Ranch Dr
Hasting Ranch
DrN Rosemead
Blvd
Driveway
N Rosemead
Blvd
2,071TEV:

0.9465PHF: 6
228
83 317
1,329
0 301
35 192
528
2420
143
1,020
30 1,195
429
2 7
16 8
31 71 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 2 5 8 0 23 4 5 2 2 125 13 0 8 25 1 223 0
7:15 AM 0 0 6 4 0 35 3 13 0 4 139 24 0 8 29 2 267 0
7:30 AM 0 3 3 1 0 42 4 44 0 3 246 24 0 8 42 1 421 0
7:45 AM 0 2 2 2 0 37 9 68 0 2 278 34 0 20 44 0 498 1,409 8:00 AM 0 1 4 2 0 43 5 83 0 2 241 38 0 25 50 2 496 1,682 8:15 AM 0 2 3 1 0 47 9 74 1 6 272 39 0 20 55 1 530 1,945 8:30 AM 0 3 7 2 0 65 12 76 1 20 229 32 0 18 79 3 547 2,071 8:45 AM 0 1 8 6 0 61 15 43 0 15 200 26 0 16 63 1 455 2,028 Count Total 0 14 38 26 0 353 61 406 4 54 1,730 230 0 123 387 11 3,437 0 8 16 7 0 192 35 301 2 30 1,020 143 0 83 228 6 2,071
0 0 0 0 0 4 1 4 0 0 39 2 0 0 7 0 57
- 0% 0% 0% - 2% 3% 1% 0% 0% 4% 1% - 0% 3% 0% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 0 0 9 3 0 0 0 0 0 1 0 2
7:15 AM 0 0 9 2 0 0 0 0 0 0 1 0
7:30 AM 0 1 8 4 0 0 0 0 0 0 4 0
7:45 AM 0 1 10 2 0 0 0 0 0 0 0 0
8:00 AM 0 2 13 1 0 0 1 0 2 1 0 1
8:15 AM 0 2 9 3 0 0 0 0 0 0 0 0
8:30 AM 0 4 9 1 0 0 0 0 0 1 0 1
8:45 AM 0 1 6 4 0 0 0 0 2 0 3 0
Count Total 0 11 73 20 0 0 1 0 4 3 8 4
Peak Hour 0 9 41 7 0 0 1 0 2 2 0 2
104 1 19
57 1 6
14 0 2
11 0 5
16 1 4
14 0 0
13 0 4
13 0 0
12 0 3
11 0 1
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 9 0 0 1 2 0 12 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 8 1 0 0 2 0 11 0
7:30 AM 0 0 0 0 0 1 0 0 0 0 7 1 0 0 4 0 13 0
7:45 AM 0 0 0 0 0 1 0 0 0 0 10 0 0 0 2 0 13 49
8:00 AM 0 0 0 0 0 1 1 0 0 0 12 1 0 0 1 0 16 53
8:15 AM 0 0 0 0 0 1 0 1 0 0 8 1 0 0 3 0 14 56
8:30 AM 0 0 0 0 0 1 0 3 0 0 9 0 0 0 1 0 14 57
8:45 AM 0 0 0 0 0 0 0 1 0 0 6 0 0 0 4 0 11 55
Count Total 0 0 0 0 0 5 1 5 0 0 69 4 0 1 19 0 104
Pk Hr Heavy 0 0 0 0 0 4 1 4 0 0 39 2 0 0 7 0 57
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
Count Total 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 0% 0.88
WB 1% 0.91
NB 0% 0.89
SB 1% 0.94
TOTAL 1% 0.95
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:30 PM 0 7 23 8 0 23 13 49 0 13 174 44 0 70 147 8 579 0 4:45 PM 0 6 23 7 0 23 11 53 3 12 154 38 0 64 130 9 533 0 5:00 PM 0 4 26 9 0 23 21 49 2 6 120 39 0 64 135 7 505 0 5:15 PM 0 11 25 9 0 27 15 58 1 10 163 46 0 66 141 8 580 2,197 0 28 97 33 0 96 60 209 6 41 611 167 0 264 553 32 2,197
0 0 0 0 0 1 0 2 0 0 2 0 0 1 9 1 16
- 0% 0% 0% - 1% 0% 1% 0% 0% 0% 0% - 0% 2% 3% 1%

EB WB NB SB EB WB NB SB E W N S
4:30 PM 0 1 0 1 0 0 0 0 0 1 0 0
4:45 PM 0 1 1 3 0 0 0 1 2 1 3 0
5:00 PM 0 1 0 4 0 0 0 0 0 0 0 0
5:15 PM 0 0 1 3 0 0 0 0 1 1 1 0
Peak Hour 0 3 2 11 0 0 0 1 3 3 4 016 1 10
3 5 0 0
4 0
2 0 1
5 1 6
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd 15-min
Total
4:30 PM to 5:30 PM
2/25/2026
4:00 PM to 6:00 PM
0 0
0 0
0 1
0 0
0 0
0 0
4 0
3 3
N
N Rosemead Blvd
Hasting Ranch Dr
Hasting Ranch
DrN Rosemead
Blvd
Driveway
N Rosemead
Blvd
2,197TEV:

0.9470PHF: 32
553
264
849
848
0 209
60 96
365
5280
167
611
41 825
688
6 33
97 28
158
133 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 9 30 5 0 20 11 41 3 7 134 40 0 52 152 4 508 0 4:15 PM 0 10 19 9 0 16 11 45 0 5 136 38 0 63 186 4 542 0 4:30 PM 0 7 23 8 0 23 13 49 0 13 174 44 0 70 147 8 579 0 4:45 PM 0 6 23 7 0 23 11 53 3 12 154 38 0 64 130 9 533 2,162 5:00 PM 0 4 26 9 0 23 21 49 2 6 120 39 0 64 135 7 505 2,159 5:15 PM 0 11 25 9 0 27 15 58 1 10 163 46 0 66 141 8 580 2,197 5:30 PM 0 9 21 9 0 26 2 43 4 19 156 28 0 59 136 5 517 2,135 5:45 PM 0 5 19 8 0 24 10 41 3 22 103 36 0 46 101 4 422 2,024 Count Total 0 61 186 64 0 182 94 379 16 94 1,140 309 0 484 1,128 49 4,186 0 28 97 33 0 96 60 209 6 41 611 167 0 264 553 32 2,197
0 0 0 0 0 1 0 2 0 0 2 0 0 1 9 1 16
- 0% 0% 0% - 1% 0% 1% 0% 0% 0% 0% - 0% 2% 3% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 0 0 6 3 0 0 0 0 1 1 2 0
4:15 PM 0 1 1 4 0 0 0 0 0 0 0 0
4:30 PM 0 1 0 1 0 0 0 0 0 1 0 0
4:45 PM 0 1 1 3 0 0 0 1 2 1 3 0
5:00 PM 0 1 0 4 0 0 0 0 0 0 0 0
5:15 PM 0 0 1 3 0 0 0 0 1 1 1 0
5:30 PM 0 0 1 2 0 0 0 0 0 0 2 0
5:45 PM 0 0 2 0 0 0 0 0 0 0 1 0
Count Total 0 4 12 20 0 0 0 1 4 4 9 0
Peak Hour 0 3 2 11 0 0 0 1 3 3 4 0
36 1 17
16 1 10
3 0 2
2 0 1
5 0 0
4 0 3
2 0 1
5 1 6
9 0 4
6 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 6 0 0 0 3 0 9 0
4:15 PM 0 0 0 0 0 1 0 0 0 0 1 0 0 1 3 0 6 0
4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 2 0
4:45 PM 0 0 0 0 0 0 0 1 0 0 1 0 0 1 2 0 5 22
5:00 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 4 0 5 18
5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 3 0 4 16
5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 17
5:45 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 14
Count Total 0 0 0 0 0 2 0 2 0 0 12 0 0 2 17 1 36
Pk Hr Heavy 0 0 0 0 0 1 0 2 0 0 2 0 0 1 9 1 16
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd Interval
Start
Driveway Hasting Ranch Dr N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 6% 0.83
WB 2% 0.88
NB 3% 0.93
SB 3% 0.74
TOTAL 3% 0.95
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:45 AM 0 23 32 39 0 45 226 134 0 41 163 72 0 17 60 4 856 0 8:00 AM 0 21 39 34 1 43 211 119 0 44 168 50 0 27 76 2 835 0 8:15 AM 0 17 50 62 0 65 251 129 1 36 144 54 0 13 77 9 908 0 8:30 AM 0 11 39 60 2 38 192 109 0 35 167 53 0 24 109 13 852 3,451 0 72 160 195 3 191 880 491 1 156 642 229 0 81 322 28 3,451 0 7 5 12 0 4 7 19 0 8 16 3 0 0 8 4 93
- 10% 3% 6% 0% 2% 1% 4% 0% 5% 2% 1% - 0% 2% 14% 3%

EB WB NB SB EB WB NB SB E W N S
7:45 AM 8 8 6 3 0 0 0 0 12 2 3 1
8:00 AM 3 7 7 2 0 0 0 0 2 4 3 1
8:15 AM 5 7 5 4 0 0 0 0 0 3 3 0
8:30 AM 8 8 9 3 0 0 0 0 4 2 1 0
Peak Hour 24 30 27 12 0 0 0 0 18 11 10 293 0 41
7 21 0 6
28 0
25 0 18
19 0 10
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd 15-min
Total
7:45 AM to 8:45 AM
2/25/2026
7:00 AM to 9:00 AM
0 0
0 0
0 0
0 0
0 0
0 0
10 2
11 18
N
N Rosemead Blvd
E Foothill Blvd
E Foothill BlvdN Rosemead
Blvd
E Foothill Blvd
N Rosemead
Blvd
3,451TEV:

0.9502PHF: 28
322
81 431
1,205
0 491
880
191
1,565
4733
229
642
156
1,028
709
1 195
160
72 427
1,064 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 7 12 39 0 34 101 53 0 20 84 83 0 8 50 2 493 0 7:15 AM 0 19 16 31 0 59 117 62 0 20 89 83 0 8 51 3 558 0 7:30 AM 0 9 26 40 0 42 165 87 0 34 184 49 0 19 71 4 730 0 7:45 AM 0 23 32 39 0 45 226 134 0 41 163 72 0 17 60 4 856 2,637 8:00 AM 0 21 39 34 1 43 211 119 0 44 168 50 0 27 76 2 835 2,979 8:15 AM 0 17 50 62 0 65 251 129 1 36 144 54 0 13 77 9 908 3,329 8:30 AM 0 11 39 60 2 38 192 109 0 35 167 53 0 24 109 13 852 3,451 8:45 AM 0 20 60 51 0 44 191 111 0 48 101 59 0 27 97 10 819 3,414 Count Total 0 127 274 356 3 370 1,454 804 1 278 1,100 503 0 143 591 47 6,051 0 72 160 195 3 191 880 491 1 156 642 229 0 81 322 28 3,451 0 7 5 12 0 4 7 19 0 8 16 3 0 0 8 4 93
- 10% 3% 6% 0% 2% 1% 4% 0% 5% 2% 1% - 0% 2% 14% 3%

EB WB NB SB EB WB NB SB E W N S
7:00 AM 6 7 9 2 0 0 0 0 0 0 0 0
7:15 AM 7 5 9 3 0 0 0 0 1 0 1 0
7:30 AM 7 4 8 4 0 0 0 0 1 2 2 0
7:45 AM 8 8 6 3 0 0 0 0 12 2 3 1
8:00 AM 3 7 7 2 0 0 0 0 2 4 3 1
8:15 AM 5 7 5 4 0 0 0 0 0 3 3 0
8:30 AM 8 8 9 3 0 0 0 0 4 2 1 0
8:45 AM 6 6 8 3 0 0 0 1 0 1 2 0
Count Total 50 52 61 24 0 0 0 1 20 14 15 2
Peak Hour 24 30 27 12 0 0 0 0 18 11 10 2
187 1 51
93 0 41
28 0 7
23 1 3
19 0 10
21 0 6
23 0 5
25 0 18
24 0 0
24 0 2
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 2 0 4 0 0 4 3 0 2 4 3 0 0 1 1 24 0
7:15 AM 0 3 1 3 0 0 3 2 0 1 3 5 0 0 3 0 24 0
7:30 AM 0 2 0 5 0 1 1 2 0 3 4 1 0 0 2 2 23 0
7:45 AM 0 2 2 4 0 1 2 5 0 0 5 1 0 0 3 0 25 96
8:00 AM 0 2 0 1 0 1 0 6 0 3 3 1 0 0 1 1 19 91
8:15 AM 0 2 1 2 0 0 2 5 0 2 3 0 0 0 1 3 21 88
8:30 AM 0 1 2 5 0 2 3 3 0 3 5 1 0 0 3 0 28 93
8:45 AM 0 1 2 3 0 0 4 2 0 5 3 0 0 0 1 2 23 91
Count Total 0 15 8 27 0 5 19 28 0 19 30 12 0 0 15 9 187 Pk Hr Heavy 0 7 5 12 0 4 7 19 0 8 16 3 0 0 8 4 93
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Date:

Peak Hour Count Period:

Peak Hour:

HV% PHF
EB 2% 0.95
WB 0% 0.96
NB 1% 0.92
SB 1% 0.95
TOTAL 1% 0.96
Peak Hour Count Summaries

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 34 130 93 2 47 141 65 0 51 107 82 0 81 117 7 957 0 4:15 PM 0 24 191 60 2 52 137 80 0 31 87 86 0 75 107 7 939 0 4:30 PM 0 28 180 88 0 43 126 95 0 46 117 70 0 89 113 8 1,003 0 4:45 PM 0 25 195 73 1 55 129 61 0 39 99 72 0 72 117 5 943 3,842 0 111 696 314 5 197 533 301 0 167 410 310 0 317 454 27 3,842 0 3 8 14 0 0 1 3 0 11 2 0 0 0 6 2 50
- 3% 1% 4% 0% 0% 0% 1% - 7% 0% 0% - 0% 1% 7% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 8 3 3 2 0 0 0 0 1 9 1 4
4:15 PM 7 1 4 3 0 0 0 0 2 5 2 1
4:30 PM 6 0 4 2 0 0 0 0 2 2 3 2
4:45 PM 4 0 2 1 0 0 0 0 2 8 4 1
Peak Hour 25 4 13 8 0 0 0 0 7 24 10 850 0 49
15 12 0 9
7 0
16 0 15
15 0 10
Bicycles Pedestrians (Crossing Leg)
Total Total Total
Interval
Start
Heavy Vehicle Totals
Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count.

Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Peak Hour
Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd 15-min
Total
4:00 PM to 5:00 PM
2/25/2026
4:00 PM to 6:00 PM
0 0
0 0
0 0
0 0
0 0
0 0
10 8
24 7
N
N Rosemead Blvd
E Foothill Blvd
E Foothill BlvdN Rosemead
Blvd
E Foothill Blvd
N Rosemead
Blvd
3,842TEV:

0.9576PHF: 27
454
317
798
822
0 301
533
197
1,036
1,3285
310
410
167
887
965
0 314
696
111
1,121
727 0
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - All Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 34 130 93 2 47 141 65 0 51 107 82 0 81 117 7 957 0 4:15 PM 0 24 191 60 2 52 137 80 0 31 87 86 0 75 107 7 939 0 4:30 PM 0 28 180 88 0 43 126 95 0 46 117 70 0 89 113 8 1,003 0 4:45 PM 0 25 195 73 1 55 129 61 0 39 99 72 0 72 117 5 943 3,842 5:00 PM 0 20 194 69 0 32 88 62 0 44 102 62 0 68 126 1 868 3,753 5:15 PM 0 34 218 89 0 50 122 73 0 37 87 90 0 55 111 4 970 3,784 5:30 PM 0 19 195 73 0 47 102 39 0 38 94 79 1 80 122 12 901 3,682 5:45 PM 0 28 200 66 1 51 117 56 0 33 82 84 0 57 98 9 882 3,621 Count Total 0 212 1,503 611 6 377 962 531 0 319 775 625 1 577 911 53 7,463 0 111 696 314 5 197 533 301 0 167 410 310 0 317 454 27 3,842 0 3 8 14 0 0 1 3 0 11 2 0 0 0 6 2 50
- 3% 1% 4% 0% 0% 0% 1% - 7% 0% 0% - 0% 1% 7% 1%

EB WB NB SB EB WB NB SB E W N S
4:00 PM 8 3 3 2 0 0 0 0 1 9 1 4
4:15 PM 7 1 4 3 0 0 0 0 2 5 2 1
4:30 PM 6 0 4 2 0 0 0 0 2 2 3 2
4:45 PM 4 0 2 1 0 0 0 0 2 8 4 1
5:00 PM 4 0 4 0 0 0 0 0 3 6 3 3
5:15 PM 3 0 6 5 0 0 0 0 1 6 4 3
5:30 PM 3 1 1 0 0 0 0 0 2 0 7 0
5:45 PM 2 1 0 2 0 0 0 0 3 2 5 0
Count Total 37 6 24 15 0 0 0 0 16 38 29 14
Peak Hour 25 4 13 8 0 0 0 0 7 24 10 8
82 0 97
50 0 49
5 0 9
5 0 10
8 0 15
14 0 14
12 0 9
7 0 15
16 0 15
15 0 10
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
www.idaxdata.com
Count Summaries - Heavy Vehicles

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 1 1 6 0 0 0 3 0 1 2 0 0 0 2 0 16 0
4:15 PM 0 1 4 2 0 0 1 0 0 4 0 0 0 0 3 0 15 0
4:30 PM 0 0 2 4 0 0 0 0 0 4 0 0 0 0 1 1 12 0
4:45 PM 0 1 1 2 0 0 0 0 0 2 0 0 0 0 0 1 7 50
5:00 PM 0 1 2 1 0 0 0 0 0 3 0 1 0 0 0 0 8 42
5:15 PM 0 1 1 1 0 0 0 0 0 6 0 0 0 5 0 0 14 41
5:30 PM 0 0 1 2 0 0 1 0 0 1 0 0 0 0 0 0 5 34
5:45 PM 0 0 1 1 0 0 1 0 0 0 0 0 0 0 0 2 5 32
Count Total 0 5 13 19 0 0 3 3 0 21 2 1 0 5 6 4 82
Pk Hr Heavy 0 3 8 14 0 0 1 3 0 11 2 0 0 0 6 2 50
Count Summaries - Bikes

UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Count Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15-min
Total
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Rolling
Hour
TotalEastbound Westbound Northbound Southbound
Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd Interval
Start
E Foothill Blvd E Foothill Blvd N Rosemead Blvd N Rosemead Blvd 15-min
Total
NorCal Project Manager
(415) 444-6376 [email protected]
Location: Greenhill Rd, Between Cliff Dr & Hastings Ranch Dr Date Range: 2/25/2026 - 3/3/2026
Site Code: 1
EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total EB WB Total 12:00 AM 0 0 0 - - - - - - - - - - - - - - - - - - 0 0 0 1:00 AM 2 1 3 - - - - - - - - - - - - - - - - - - 2 1 3 2:00 AM 1 0 1 - - - - - - - - - - - - - - - - - - 1 0 1 3:00 AM 0 0 0 - - - - - - - - - - - - - - - - - - 0 0 0 4:00 AM 0 0 0 - - - - - - - - - - - - - - - - - - 0 0 0 5:00 AM 1 1 2 - - - - - - - - - - - - - - - - - - 1 1 2 6:00 AM 1 6 7 - - - - - - - - - - - - - - - - - - 1 6 7 7:00 AM 19 59 78 - - - - - - - - - - - - - - - - - - 19 59 78 8:00 AM 22 121 143 - - - - - - - - - - - - - - - - - - 22 121 143 9:00 AM 28 24 52 - - - - - - - - - - - - - - - - - - 28 24 52 10:00 AM 24 26 50 - - - - - - - - - - - - - - - - - - 24 26 50 11:00 AM 40 35 75 - - - - - - - - - - - - - - - - - - 40 35 75 12:00 PM 40 31 71 - - - - - - - - - - - - - - - - - - 40 31 71 1:00 PM 43 28 71 - - - - - - - - - - - - - - - - - - 43 28 71 2:00 PM 55 32 87 - - - - - - - - - - - - - - - - - - 55 32 87 3:00 PM 124 68 192 - - - - - - - - - - - - - - - - - - 124 68 192 4:00 PM 175 68 243 - - - - - - - - - - - - - - - - - - 175 68 243 5:00 PM 199 52 251 - - - - - - - - - - - - - - - - - - 199 52 251 6:00 PM 124 29 153 - - - - - - - - - - - - - - - - - - 124 29 153 7:00 PM 25 23 48 - - - - - - - - - - - - - - - - - - 25 23 48 8:00 PM 22 7 29 - - - - - - - - - - - - - - - - - - 22 7 29 9:00 PM 8 3 11 - - - - - - - - - - - - - - - - - - 8 3 11 10:00 PM 3 1 4 - - - - - - - - - - - - - - - - - - 3 1 4 11:00 PM 2 0 2 - - - - - - - - - - - - - - - - - - 2 0 2 Total 958 615 1,573 - - - - - - - - - - - - - - - - - - 958 615 1,573 Percent 61% 39% - - - - - - - - - - - - - - - - - - - 61% 39% - AM Peak 11:00 08:00 08:00 11:00 08:00 08:00
Vol. 40 121 143 40 121 143
PM Peak 17:00 15:00 17:00 17:00 15:00 17:00
Vol. 199 68 251 199 68 251

1. Mid-week average includes data between Tuesday and Thursday. 3/2/2026Time 3/3/2026
Wednesday Thursday Friday Saturday Sunday Monday Tuesday Mid-Week Average2/25/2026 2/26/2026 2/27/2026 2/28/2026 3/1/2026 1 Rosemead Family Apartments
CEQA Evaluation
Final Report

Iteris, Inc. | 48

APPENDIX B – LOS CALCULATION SHEETS

Rosemead Family Apartments
CEQA Evaluation
Final Report

Iteris, Inc. | 49

Existing Conditions

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 211 81 15 646 739 93 287 23 208 294 24 Future Volume (vph) 21 211 81 15 646 739 93 287 23 208 294 24 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.96 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.99
Satd. Flow (prot) 1568 3182 1568 3320 1485 3286 1441 3162 Flt Permitted 0.29 1.00 0.56 1.00 1.00 0.76 0.95 0.99
Satd. Flow (perm) 483 3182 917 3320 1485 2516 1441 3162 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) 23 227 87 16 695 795 100 309 25 224 316 26 RTOR Reduction (vph) 0 32 0 0 0 409 0 5 0 0 6 0
Lane Group Flow (vph) 23 282 0 16 695 386 0 429 0 184 376 0 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 39.6 39.6 39.6 39.6 39.6 23.5 20.2 20.2 Effective Green, g (s) 39.6 39.6 39.6 39.6 39.6 23.5 20.2 20.2 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.40 0.24 0.20 0.20 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 191 1260 363 1314 588 591 291 638
v/s Ratio Prot 0.09 0.21 c0.13 0.12
v/s Ratio Perm 0.05 0.02 c0.26 c0.17
v/c Ratio 0.12 0.22 0.04 0.53 0.66 0.73 0.63 0.59
Uniform Delay, d1 19.2 20.0 18.6 23.1 24.7 35.3 36.5 36.1 Progression Factor 1.00 1.00 1.15 0.94 1.70 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.4 0.2 1.3 4.8 4.7 5.0 1.7
Delay (s) 20.4 20.4 21.6 23.0 46.8 40.0 41.5 37.8
Level of Service C C C C D D D D
Approach Delay (s) 20.4 35.5 40.0 39.0
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 80.0% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 243 50 169 820 34 261 388 281 39 275 87 Future Volume (veh/h) 44 243 50 169 820 34 261 388 281 39 275 87 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 1660 1758 1758 1575 1772 1772 1550 1744 1744 1660 1758 1758 Adj Flow Rate, veh/h 45 251 52 174 845 35 269 400 290 40 284 90 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 2 2 2 4 4 4 3 3 3
Cap, veh/h 94 844 172 293 1143 47 370 815 512 99 451 140 Arrive On Green 0.06 0.31 0.31 0.10 0.35 0.35 0.13 0.25 0.25 0.06 0.18 0.18 Sat Flow, veh/h 1581 2763 563 2910 3294 136 2864 3313 1478 1581 2509 779 Grp Volume(v), veh/h 45 150 153 174 432 448 269 400 290 40 187 187 Grp Sat Flow(s),veh/h/ln1581 1670 1657 1455 1683 1747 1432 1657 1478 1581 1670 1618 Q Serve(g_s), s 1.8 4.6 4.7 3.8 15.0 15.0 6.0 6.9 10.6 1.6 6.9 7.1 Cycle Q Clear(g_c), s 1.8 4.6 4.7 3.8 15.0 15.0 6.0 6.9 10.6 1.6 6.9 7.1 Prop In Lane 1.00 0.34 1.00 0.08 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 94 510 506 293 584 606 370 815 512 99 300 291 V/C Ratio(X) 0.48 0.29 0.30 0.59 0.74 0.74 0.73 0.49 0.57 0.40 0.62 0.64 Avail Cap(c_a), veh/h 209 1094 1085 559 1204 1250 764 1774 940 209 669 648 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 30.4 17.7 17.7 28.7 19.1 19.1 27.9 21.6 17.7 30.1 25.3 25.4 Incr Delay (d2), s/veh 3.8 0.3 0.3 1.9 1.9 1.8 2.8 0.5 1.0 2.6 2.1 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 0.8 1.7 1.7 1.3 5.5 5.7 2.1 2.6 3.5 0.7 2.8 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.1 18.0 18.1 30.6 21.0 20.9 30.7 22.0 18.7 32.7 27.4 27.7 LnGrp LOS C B B C C C C C B C C C
Approach Vol, veh/h 348 1054 959 414
Approach Delay, s/veh 20.1 22.5 23.4 28.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.9 25.7 12.8 17.3 8.2 28.4 8.4 21.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 13 43.7 * 18 26.7 * 8.8 47.7 * 8.8 35.7 Max Q Clear Time (g_c+I1), s5.8 6.7 8.0 9.1 3.8 17.0 3.6 12.6 Green Ext Time (p_c), s 0.3 1.8 0.6 2.0 0.0 6.1 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 23 375 35 56 1205 9 49 36 27 16 40 151 Future Volume (vph) 23 375 35 56 1205 9 49 36 27 16 40 151 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.88
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1568 3320 1485 1568 1636 1615 1587 Flt Permitted 0.17 1.00 1.00 0.51 1.00 1.00 0.39 1.00 0.71 1.00 Satd. Flow (perm) 275 3353 1500 850 3320 1485 642 1636 1212 1587 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) 25 403 38 60 1296 10 53 39 29 17 43 162 RTOR Reduction (vph) 0 0 13 0 0 3 0 25 0 0 63 0
Lane Group Flow (vph) 25 403 25 60 1296 7 53 43 0 17 142 0 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 3% 3% 3% 0% 0% 0%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 66.2 66.2 66.2 66.2 66.2 66.2 14.8 14.8 14.8 14.8 Effective Green, g (s) 66.2 66.2 66.2 66.2 66.2 66.2 14.8 14.8 14.8 14.8 Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.66 0.66 0.15 0.15 0.15 0.15 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 182 2219 993 562 2197 983 95 242 179 234 v/s Ratio Prot 0.12 c0.39 0.03 c0.09
v/s Ratio Perm 0.09 0.02 0.07 0.00 0.08 0.01
v/c Ratio 0.14 0.18 0.03 0.11 0.59 0.01 0.56 0.18 0.09 0.61 Uniform Delay, d1 6.3 6.5 5.8 6.1 9.4 5.7 39.6 37.3 36.8 39.9 Progression Factor 1.23 1.10 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.5 0.2 0.0 0.4 1.2 0.0 6.9 0.4 0.2 4.4 Delay (s) 9.2 7.3 5.9 6.5 10.5 5.8 46.5 37.6 37.0 44.3
Level of Service A A A A B A D D D D
Approach Delay (s) 7.3 10.3 41.5 43.7
Approach LOS A B D D
Intersection Summary
HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 316 58 68 898 36 94 19 41 13 37 45 Future Volume (veh/h) 102 316 58 68 898 36 94 19 41 13 37 45 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 1620 1716 1716 1673 1772 1772 1673 1772 1772 1647 1744 1744 Adj Flow Rate, veh/h 104 322 59 69 916 37 96 19 42 13 38 46 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, % 6 6 6 2 2 2 2 2 2 4 4 4
Cap, veh/h 331 1031 187 525 1178 48 395 101 223 310 82 99 Arrive On Green 0.10 0.37 0.37 0.08 0.36 0.36 0.12 0.21 0.21 0.03 0.11 0.11 Sat Flow, veh/h 1543 2757 499 1594 3298 133 1594 491 1085 1569 718 869 Grp Volume(v), veh/h 104 189 192 69 468 485 96 0 61 13 0 84 Grp Sat Flow(s),veh/h/ln1543 1630 1626 1594 1683 1748 1594 0 1577 1569 0 1587 Q Serve(g_s), s 2.3 4.8 4.9 1.5 14.6 14.6 2.8 0.0 1.9 0.4 0.0 2.9 Cycle Q Clear(g_c), s 2.3 4.8 4.9 1.5 14.6 14.6 2.8 0.0 1.9 0.4 0.0 2.9 Prop In Lane 1.00 0.31 1.00 0.08 1.00 0.69 1.00 0.55
Lane Grp Cap(c), veh/h 331 609 608 525 601 624 395 0 325 310 0 181 V/C Ratio(X) 0.31 0.31 0.32 0.13 0.78 0.78 0.24 0.00 0.19 0.04 0.00 0.46 Avail Cap(c_a), veh/h 386 766 764 608 791 822 467 0 706 525 0 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.6 13.1 13.1 9.9 16.9 16.9 17.0 0.0 19.3 21.8 0.0 24.4 Incr Delay (d2), s/veh 0.5 0.3 0.3 0.1 3.6 3.5 0.3 0.0 0.3 0.1 0.0 1.8 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 0.7 1.6 1.6 0.5 5.4 5.6 1.0 0.0 0.7 0.2 0.0 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.2 13.3 13.4 10.0 20.5 20.4 17.3 0.0 19.6 21.9 0.0 26.3 LnGrp LOS B B B A C C B A B C A C
Approach Vol, veh/h 485 1022 157 97
Approach Delay, s/veh 13.1 19.7 18.2 25.7
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.9 27.3 11.3 11.3 9.9 26.3 5.9 16.7 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.5 6.9 4.8 4.9 4.3 16.6 2.4 3.9 Green Ext Time (p_c), s 0.0 2.1 0.1 0.4 0.1 4.5 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 16 7 192 35 301 32 1020 143 83 228 6 Future Volume (vph) 8 16 7 192 35 301 32 1020 143 83 228 6 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1725 1583 1765 1500 1568 3320 1485 1583 3341 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1725 1583 1765 1500 1568 3320 1485 1583 3341 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 8 17 7 202 37 317 34 1074 151 87 240 6
RTOR Reduction (vph) 0 7 0 0 0 232 0 0 54 0 1 0
Lane Group Flow (vph) 0 25 0 202 37 85 34 1074 97 87 245 0 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 3% 3% 3% 2% 2% 2%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 5.6 20.6 20.6 32.1 5.4 61.4 61.4 11.5 67.5 Effective Green, g (s) 5.6 20.6 20.6 32.1 5.4 61.4 61.4 11.5 67.5 Actuated g/C Ratio 0.05 0.17 0.17 0.27 0.05 0.51 0.51 0.10 0.56 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 80 271 302 401 70 1698 759 151 1879
v/s Ratio Prot c0.01 c0.13 0.02 0.02 0.02 c0.32 c0.05 0.07 v/s Ratio Perm 0.04 0.07
v/c Ratio 0.32 0.75 0.12 0.21 0.49 0.63 0.13 0.58 0.13
Uniform Delay, d1 55.3 47.2 42.1 34.1 55.9 21.2 15.3 51.9 12.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.07 1.53 1.00 1.00 Incremental Delay, d2 2.3 10.6 0.2 0.2 3.1 1.5 0.3 4.3 0.1 Delay (s) 57.6 57.8 42.2 34.3 59.2 24.1 23.7 56.2 12.5
Level of Service E E D C E C C E B
Approach Delay (s) 57.6 43.4 25.0 24.0
Approach LOS E D C C
Intersection Summary
HCM 2000 Control Delay 30.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 160 195 194 880 491 157 642 229 81 322 28 Future Volume (veh/h) 72 160 195 194 880 491 157 642 229 81 322 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 1620 1716 1716 1673 1772 1772 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 76 168 205 204 926 517 165 676 241 85 339 29 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, % 6 6 6 2 2 2 3 3 3 3 3 3
Cap, veh/h 130 831 544 228 1055 600 188 1161 731 136 1052 469 Arrive On Green 0.08 0.25 0.25 0.14 0.31 0.31 0.12 0.35 0.35 0.17 0.63 0.63 Sat Flow, veh/h 1543 3260 1454 1594 3367 1502 1581 3340 1490 1581 3340 1490 Grp Volume(v), veh/h 76 168 205 204 926 517 165 676 241 85 339 29 Grp Sat Flow(s),veh/h/ln1543 1630 1454 1594 1683 1502 1581 1670 1490 1581 1670 1490 Q Serve(g_s), s 5.7 4.9 12.3 15.1 31.3 37.6 12.3 19.9 11.8 6.0 5.7 0.9 Cycle Q Clear(g_c), s 5.7 4.9 12.3 15.1 31.3 37.6 12.3 19.9 11.8 6.0 5.7 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 831 544 228 1055 600 188 1161 731 136 1052 469 V/C Ratio(X) 0.58 0.20 0.38 0.90 0.88 0.86 0.88 0.58 0.33 0.62 0.32 0.06 Avail Cap(c_a), veh/h 171 886 568 243 1055 600 202 1161 731 228 1052 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 52.9 35.1 27.4 50.6 39.0 33.0 52.0 32.0 18.6 47.8 16.3 15.4 Incr Delay (d2), s/veh 3.0 0.2 0.6 30.3 8.8 12.6 30.4 2.1 1.2 3.2 0.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 1.9 4.3 7.9 13.9 15.4 6.4 8.1 4.2 2.3 2.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.9 35.3 28.0 80.9 47.8 45.5 82.4 34.1 19.8 51.0 17.0 15.6 LnGrp LOS E D C F D D F C B D B B
Approach Vol, veh/h 449 1647 1082 453
Approach Delay, s/veh 35.4 51.2 38.3 23.3
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.1 47.1 21.8 36.0 19.0 43.2 14.8 43.0 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 17 31.6 * 18 32.6 * 15 33.6 * 13 37.6 Max Q Clear Time (g_c+I1), s8.0 21.9 17.1 14.3 14.3 7.7 7.7 39.6 Green Ext Time (p_c), s 0.1 4.7 0.1 2.3 0.0 3.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 629 121 25 479 409 105 330 22 336 263 27 Future Volume (vph) 21 629 121 25 479 409 105 330 22 336 263 27 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.98 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.98
Satd. Flow (prot) 1583 3272 1599 3386 1515 3324 1455 3163 Flt Permitted 0.40 1.00 0.23 1.00 1.00 0.74 0.95 0.98
Satd. Flow (perm) 670 3272 382 3386 1515 2486 1455 3163 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 22 655 126 26 499 426 109 344 23 350 274 28 RTOR Reduction (vph) 0 13 0 0 0 271 0 4 0 0 5 0
Lane Group Flow (vph) 22 768 0 26 499 155 0 472 0 213 434 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 36.3 36.3 36.3 36.3 36.3 24.7 22.3 22.3 Effective Green, g (s) 36.3 36.3 36.3 36.3 36.3 24.7 22.3 22.3 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.36 0.25 0.22 0.22 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 243 1187 138 1229 549 614 324 705
v/s Ratio Prot c0.23 0.15 c0.15 0.14
v/s Ratio Perm 0.03 0.07 0.10 c0.19
v/c Ratio 0.09 0.65 0.19 0.41 0.28 0.77 0.66 0.61
Uniform Delay, d1 21.0 26.5 21.8 23.8 22.6 35.0 35.4 35.0 Progression Factor 1.00 1.00 1.08 0.96 1.84 1.00 1.00 1.00 Incremental Delay, d2 0.7 2.7 2.9 0.9 1.2 6.1 5.3 1.8
Delay (s) 21.7 29.2 26.4 23.8 42.8 41.1 40.6 36.8
Level of Service C C C C D D D D
Approach Delay (s) 29.0 32.4 41.1 38.1
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 34.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 131 726 63 249 653 55 150 397 399 82 270 63 Future Volume (veh/h) 131 726 63 249 653 55 150 397 399 82 270 63 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 1588 1786 1786 1588 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 135 748 65 257 673 57 155 409 411 85 278 65 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 167 946 82 342 988 84 272 936 594 132 727 167 Arrive On Green 0.10 0.30 0.30 0.12 0.31 0.31 0.09 0.28 0.28 0.08 0.27 0.27 Sat Flow, veh/h 1606 3159 274 2933 3166 268 2933 3393 1514 1606 2739 630 Grp Volume(v), veh/h 135 402 411 257 360 370 155 409 411 85 170 173 Grp Sat Flow(s),veh/h/ln1606 1697 1737 1467 1697 1738 1467 1697 1514 1606 1697 1673 Q Serve(g_s), s 6.9 18.3 18.3 7.1 15.6 15.6 4.3 8.3 19.0 4.3 6.9 7.1 Cycle Q Clear(g_c), s 6.9 18.3 18.3 7.1 15.6 15.6 4.3 8.3 19.0 4.3 6.9 7.1 Prop In Lane 1.00 0.16 1.00 0.15 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 167 508 520 342 529 542 272 936 594 132 450 444 V/C Ratio(X) 0.81 0.79 0.79 0.75 0.68 0.68 0.57 0.44 0.69 0.64 0.38 0.39 Avail Cap(c_a), veh/h 359 801 820 761 862 883 377 1078 657 245 579 571 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 36.8 27.0 27.0 36.0 25.2 25.3 36.5 25.1 21.3 37.4 25.2 25.3 Incr Delay (d2), s/veh 8.9 2.8 2.8 3.4 1.5 1.5 1.9 0.3 2.8 5.2 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 7.4 7.5 2.6 6.2 6.3 1.6 3.3 6.8 1.9 2.8 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.8 29.8 29.8 39.3 26.8 26.8 38.4 25.4 24.1 42.6 25.7 25.8 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 948 987 975 428
Approach Delay, s/veh 32.1 30.1 26.9 29.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.0 30.5 12.0 27.6 12.9 31.5 11.1 28.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 22 39.7 * 11 28.7 * 19 42.7 * 13 26.7 Max Q Clear Time (g_c+I1), s9.1 20.3 6.3 9.1 8.9 17.6 6.3 21.0 Green Ext Time (p_c), s 0.7 4.9 0.2 1.9 0.2 4.6 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 153 791 67 66 702 17 132 114 94 19 50 56 Future Volume (vph) 153 791 67 66 702 17 132 114 94 19 50 56 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.92
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1599 3386 1515 1615 1678 1599 1641 Flt Permitted 0.33 1.00 1.00 0.29 1.00 1.00 0.67 1.00 0.41 1.00 Satd. Flow (perm) 547 3353 1500 485 3386 1515 1139 1678 685 1641 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 168 869 74 73 771 19 145 125 103 21 55 62 RTOR Reduction (vph) 0 0 28 0 0 7 0 36 0 0 50 0
Lane Group Flow (vph) 168 869 46 73 771 12 145 192 0 21 67 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 62.0 62.0 62.0 62.0 62.0 62.0 19.0 19.0 19.0 19.0 Effective Green, g (s) 62.0 62.0 62.0 62.0 62.0 62.0 19.0 19.0 19.0 19.0 Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.62 0.62 0.19 0.19 0.19 0.19 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 339 2078 930 300 2099 939 216 318 130 311 v/s Ratio Prot 0.26 0.23 0.11 0.04
v/s Ratio Perm c0.31 0.03 0.15 0.01 c0.13 0.03
v/c Ratio 0.50 0.42 0.05 0.24 0.37 0.01 0.67 0.60 0.16 0.21 Uniform Delay, d1 10.4 9.7 7.4 8.5 9.3 7.3 37.6 37.0 33.8 34.2 Progression Factor 1.06 0.99 2.25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.3 0.5 0.1 1.9 0.5 0.0 7.9 3.2 0.6 0.3 Delay (s) 15.4 10.1 16.9 10.4 9.8 7.3 45.5 40.2 34.4 34.5 Level of Service B B B B A A D D C C
Approach Delay (s) 11.4 9.8 42.3 34.5
Approach LOS B A D C
Intersection Summary
HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 115 951 85 54 630 74 72 35 62 170 39 165 Future Volume (veh/h) 115 951 85 54 630 74 72 35 62 170 39 165 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 1673 1772 1772 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 122 1012 90 57 670 79 77 37 66 181 41 176 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, % 1 1 1 2 2 2 1 1 1 1 1 1
Cap, veh/h 372 1186 105 257 1063 125 323 86 154 430 52 224 Arrive On Green 0.09 0.38 0.38 0.07 0.35 0.35 0.10 0.15 0.15 0.13 0.18 0.18 Sat Flow, veh/h 1606 3152 280 1594 3034 357 1606 575 1026 1606 294 1264 Grp Volume(v), veh/h 122 545 557 57 371 378 77 0 103 181 0 217 Grp Sat Flow(s),veh/h/ln1606 1697 1736 1594 1683 1708 1606 0 1601 1606 0 1558 Q Serve(g_s), s 3.0 19.6 19.6 1.4 12.2 12.3 2.5 0.0 3.9 6.1 0.0 8.9 Cycle Q Clear(g_c), s 3.0 19.6 19.6 1.4 12.2 12.3 2.5 0.0 3.9 6.1 0.0 8.9 Prop In Lane 1.00 0.16 1.00 0.21 1.00 0.64 1.00 0.81
Lane Grp Cap(c), veh/h 372 638 653 257 590 598 323 0 240 430 0 277 V/C Ratio(X) 0.33 0.85 0.85 0.22 0.63 0.63 0.24 0.00 0.43 0.42 0.00 0.78 Avail Cap(c_a), veh/h 409 707 723 334 701 711 394 0 635 457 0 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.5 19.1 19.1 14.4 18.0 18.0 19.9 0.0 25.7 19.6 0.0 26.1 Incr Delay (d2), s/veh 0.5 9.2 9.1 0.4 1.4 1.3 0.4 0.0 1.2 0.7 0.0 4.9 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 1.0 8.4 8.6 0.5 4.5 4.5 0.9 0.0 1.5 2.2 0.0 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 28.3 28.1 14.8 19.4 19.4 20.3 0.0 26.9 20.2 0.0 31.0 LnGrp LOS B C C B B B C A C C A C
Approach Vol, veh/h 1224 806 180 398
Approach Delay, s/veh 26.7 19.0 24.1 26.1
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.8 30.3 11.0 16.4 10.5 28.6 12.9 14.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.4 21.6 4.5 10.9 5.0 14.3 8.1 5.9 Green Ext Time (p_c), s 0.0 3.4 0.1 1.2 0.1 3.8 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 28 97 33 96 60 209 47 611 167 264 553 32 Future Volume (vph) 28 97 33 96 60 209 47 611 167 264 553 32 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1734 1599 1782 1515 1615 3420 1530 1599 3358 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1734 1599 1782 1515 1615 3420 1530 1599 3358 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 29 102 35 101 63 220 49 643 176 278 582 34 RTOR Reduction (vph) 0 9 0 0 0 126 0 0 98 0 2 0
Lane Group Flow (vph) 0 157 0 101 63 94 49 643 78 278 614 0 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 16.2 13.0 13.0 51.1 7.5 31.8 31.8 38.1 62.4 Effective Green, g (s) 16.2 13.0 13.0 51.1 7.5 31.8 31.8 38.1 62.4 Actuated g/C Ratio 0.13 0.11 0.11 0.43 0.06 0.27 0.27 0.32 0.52 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 234 173 193 645 100 906 405 507 1746 v/s Ratio Prot c0.09 c0.06 0.04 0.05 0.03 c0.19 c0.17 0.18 v/s Ratio Perm 0.02 0.05
v/c Ratio 0.67 0.58 0.33 0.15 0.49 0.71 0.19 0.55 0.35
Uniform Delay, d1 49.4 50.9 49.5 21.1 54.4 39.9 34.2 33.8 16.9 Progression Factor 1.00 1.00 1.00 1.00 0.86 1.34 2.19 1.00 1.00 Incremental Delay, d2 7.4 4.9 1.0 0.1 2.5 4.3 1.0 1.0 0.6 Delay (s) 56.8 55.9 50.4 21.2 49.3 57.9 75.9 34.8 17.5
Level of Service E E D C D E E C B
Approach Delay (s) 56.8 35.1 61.0 22.9
Approach LOS E D E C
Intersection Summary
HCM 2000 Control Delay 41.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) Conditions
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 696 314 202 533 301 167 410 310 317 454 27 Future Volume (veh/h) 111 696 314 202 533 301 167 410 310 317 454 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 1700 1800 1800 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 116 725 327 210 555 314 174 427 323 330 473 28 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, % 2 2 2 0 0 0 1 1 1 1 1 1
Cap, veh/h 143 850 564 193 964 701 198 959 608 285 1143 510 Arrive On Green 0.09 0.25 0.25 0.12 0.28 0.28 0.12 0.28 0.28 0.35 0.67 0.67 Sat Flow, veh/h 1594 3367 1502 1619 3420 1525 1606 3393 1514 1606 3393 1514 Grp Volume(v), veh/h 116 725 327 210 555 314 174 427 323 330 473 28 Grp Sat Flow(s),veh/h/ln1594 1683 1502 1619 1710 1525 1606 1697 1514 1606 1697 1514 Q Serve(g_s), s 8.6 24.6 20.9 14.3 16.7 16.8 12.8 12.4 19.5 21.3 7.6 0.8 Cycle Q Clear(g_c), s 8.6 24.6 20.9 14.3 16.7 16.8 12.8 12.4 19.5 21.3 7.6 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 850 564 193 964 701 198 959 608 285 1143 510 V/C Ratio(X) 0.81 0.85 0.58 1.09 0.58 0.45 0.88 0.45 0.53 1.16 0.41 0.05 Avail Cap(c_a), veh/h 177 915 593 193 964 701 218 959 608 285 1143 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 53.6 42.7 29.9 52.8 36.9 22.1 51.7 35.3 27.3 38.7 14.2 13.1 Incr Delay (d2), s/veh 12.5 5.1 1.0 90.4 1.0 0.6 28.6 1.5 3.3 101.1 1.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 10.7 7.6 10.6 7.0 6.0 6.6 5.2 7.5 14.8 2.5 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.2 47.9 31.0 143.2 38.0 22.7 80.3 36.8 30.6 139.8 15.2 13.3 LnGrp LOS E D C F D C F D C F B B
Approach Vol, veh/h 1168 1079 924 831
Approach Delay, s/veh 45.0 54.0 42.8 64.6
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s26.0 39.3 19.0 35.7 19.5 45.8 15.5 39.2 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 21 31.6 * 14 32.6 * 16 36.6 * 13 33.6 Max Q Clear Time (g_c+I1), s23.3 21.5 16.3 26.6 14.8 9.6 10.6 18.8 Green Ext Time (p_c), s 0.0 3.8 0.0 3.7 0.1 4.6 0.0 5.7 Intersection Summary
HCM 6th Ctrl Delay 51.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Rosemead Family Apartments
CEQA Evaluation
Final Report

Iteris, Inc. | 50

Existing with Project Conditions

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 213 81 15 652 744 93 287 23 210 294 24 Future Volume (vph) 21 213 81 15 652 744 93 287 23 210 294 24 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.96 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.99
Satd. Flow (prot) 1568 3183 1568 3320 1485 3286 1441 3162 Flt Permitted 0.29 1.00 0.55 1.00 1.00 0.76 0.95 0.99
Satd. Flow (perm) 477 3183 914 3320 1485 2515 1441 3162 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) 23 229 87 16 701 800 100 309 25 226 316 26 RTOR Reduction (vph) 0 31 0 0 0 409 0 5 0 0 6 0
Lane Group Flow (vph) 23 285 0 16 701 391 0 429 0 185 377 0 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 39.6 39.6 39.6 39.6 39.6 23.5 20.2 20.2 Effective Green, g (s) 39.6 39.6 39.6 39.6 39.6 23.5 20.2 20.2 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.40 0.24 0.20 0.20 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 188 1260 361 1314 588 591 291 638
v/s Ratio Prot 0.09 0.21 c0.13 0.12
v/s Ratio Perm 0.05 0.02 c0.26 c0.17
v/c Ratio 0.12 0.23 0.04 0.53 0.67 0.73 0.64 0.59
Uniform Delay, d1 19.2 20.0 18.6 23.1 24.8 35.3 36.5 36.2 Progression Factor 1.00 1.00 1.15 0.94 1.68 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.4 0.2 1.3 4.9 4.7 5.0 1.7
Delay (s) 20.5 20.4 21.6 23.0 46.5 40.0 41.6 37.9
Level of Service C C C C D D D D
Approach Delay (s) 20.5 35.4 40.0 39.1
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 245 50 172 826 34 261 388 282 39 275 87 Future Volume (veh/h) 44 245 50 172 826 34 261 388 282 39 275 87 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 1660 1758 1758 1575 1772 1772 1550 1744 1744 1660 1758 1758 Adj Flow Rate, veh/h 45 253 52 177 852 35 269 400 291 40 284 90 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 2 2 2 4 4 4 3 3 3
Cap, veh/h 94 851 172 292 1150 47 369 816 512 99 452 140 Arrive On Green 0.06 0.31 0.31 0.10 0.35 0.35 0.13 0.25 0.25 0.06 0.18 0.18 Sat Flow, veh/h 1581 2768 560 2910 3296 135 2864 3313 1478 1581 2509 779 Grp Volume(v), veh/h 45 151 154 177 435 452 269 400 291 40 187 187 Grp Sat Flow(s),veh/h/ln1581 1670 1657 1455 1683 1748 1432 1657 1478 1581 1670 1618 Q Serve(g_s), s 1.8 4.6 4.8 3.9 15.2 15.2 6.1 6.9 10.8 1.6 6.9 7.2 Cycle Q Clear(g_c), s 1.8 4.6 4.8 3.9 15.2 15.2 6.1 6.9 10.8 1.6 6.9 7.2 Prop In Lane 1.00 0.34 1.00 0.08 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 94 514 510 292 587 610 369 816 512 99 301 291 V/C Ratio(X) 0.48 0.29 0.30 0.61 0.74 0.74 0.73 0.49 0.57 0.40 0.62 0.64 Avail Cap(c_a), veh/h 207 1087 1079 555 1196 1242 760 1763 935 207 664 644 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 30.6 17.7 17.7 28.9 19.2 19.2 28.1 21.7 17.8 30.2 25.4 25.5 Incr Delay (d2), s/veh 3.8 0.3 0.3 2.0 1.9 1.8 2.8 0.5 1.0 2.6 2.1 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 0.8 1.7 1.7 1.4 5.6 5.8 2.1 2.6 3.5 0.7 2.8 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.3 18.0 18.1 30.9 21.1 21.0 30.9 22.1 18.8 32.9 27.5 27.9 LnGrp LOS C B B C C C C C B C C C
Approach Vol, veh/h 350 1064 960 414
Approach Delay, s/veh 20.1 22.7 23.6 28.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.9 25.9 12.8 17.4 8.2 28.7 8.4 21.8 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 13 43.7 * 18 26.7 * 8.8 47.7 * 8.8 35.7 Max Q Clear Time (g_c+I1), s5.9 6.8 8.1 9.2 3.8 17.2 3.6 12.8 Green Ext Time (p_c), s 0.3 1.8 0.6 2.0 0.0 6.2 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 23.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 26 383 44 56 1207 9 52 36 27 16 40 152 Future Volume (vph) 26 383 44 56 1207 9 52 36 27 16 40 152 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.88
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1568 3320 1485 1568 1636 1615 1586 Flt Permitted 0.16 1.00 1.00 0.51 1.00 1.00 0.39 1.00 0.71 1.00 Satd. Flow (perm) 274 3353 1500 842 3320 1485 637 1636 1212 1586 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) 28 412 47 60 1298 10 56 39 29 17 43 163 RTOR Reduction (vph) 0 0 16 0 0 3 0 25 0 0 63 0
Lane Group Flow (vph) 28 412 31 60 1298 7 56 43 0 17 143 0 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 3% 3% 3% 0% 0% 0%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 66.2 66.2 66.2 66.2 66.2 66.2 14.8 14.8 14.8 14.8 Effective Green, g (s) 66.2 66.2 66.2 66.2 66.2 66.2 14.8 14.8 14.8 14.8 Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.66 0.66 0.15 0.15 0.15 0.15 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 181 2219 993 557 2197 983 94 242 179 234 v/s Ratio Prot 0.12 c0.39 0.03 c0.09
v/s Ratio Perm 0.10 0.02 0.07 0.00 0.09 0.01
v/c Ratio 0.15 0.19 0.03 0.11 0.59 0.01 0.60 0.18 0.09 0.61 Uniform Delay, d1 6.4 6.5 5.8 6.2 9.4 5.7 39.8 37.3 36.8 39.9 Progression Factor 1.22 1.10 11.05 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.2 0.1 0.4 1.2 0.0 9.7 0.4 0.2 4.7 Delay (s) 9.5 7.3 64.5 6.5 10.6 5.8 49.6 37.6 37.0 44.6 Level of Service A A E A B A D D D D
Approach Delay (s) 13.0 10.3 43.0 44.0
Approach LOS B B D D
Intersection Summary
HCM 2000 Control Delay 16.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 316 58 68 898 36 94 19 41 13 37 54 Future Volume (veh/h) 105 316 58 68 898 36 94 19 41 13 37 54 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 1620 1716 1716 1673 1772 1772 1673 1772 1772 1647 1744 1744 Adj Flow Rate, veh/h 107 322 59 69 916 37 96 19 42 13 38 55 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, % 6 6 6 2 2 2 2 2 2 4 4 4
Cap, veh/h 330 1029 186 522 1174 47 391 103 228 315 76 111 Arrive On Green 0.10 0.37 0.37 0.08 0.36 0.36 0.12 0.21 0.21 0.03 0.12 0.12 Sat Flow, veh/h 1543 2757 499 1594 3298 133 1594 491 1085 1569 644 932 Grp Volume(v), veh/h 107 189 192 69 468 485 96 0 61 13 0 93 Grp Sat Flow(s),veh/h/ln1543 1630 1626 1594 1683 1748 1594 0 1577 1569 0 1576 Q Serve(g_s), s 2.4 4.9 5.0 1.5 14.7 14.7 2.8 0.0 1.9 0.4 0.0 3.3 Cycle Q Clear(g_c), s 2.4 4.9 5.0 1.5 14.7 14.7 2.8 0.0 1.9 0.4 0.0 3.3 Prop In Lane 1.00 0.31 1.00 0.08 1.00 0.69 1.00 0.59
Lane Grp Cap(c), veh/h 330 609 607 522 599 622 391 0 331 315 0 187 V/C Ratio(X) 0.32 0.31 0.32 0.13 0.78 0.78 0.25 0.00 0.18 0.04 0.00 0.50 Avail Cap(c_a), veh/h 382 759 757 604 784 814 462 0 699 527 0 699 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.8 13.2 13.2 10.0 17.1 17.1 17.0 0.0 19.3 21.8 0.0 24.6 Incr Delay (d2), s/veh 0.6 0.3 0.3 0.1 3.8 3.6 0.3 0.0 0.3 0.1 0.0 2.0 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 0.7 1.6 1.6 0.5 5.5 5.7 1.0 0.0 0.7 0.2 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.4 13.5 13.5 10.2 20.9 20.7 17.3 0.0 19.6 21.8 0.0 26.6 LnGrp LOS B B B B C C B A B C A C
Approach Vol, veh/h 488 1022 157 106
Approach Delay, s/veh 13.3 20.1 18.2 26.0
Approach LOS B C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 27.5 11.4 11.7 10.0 26.5 5.9 17.1 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.5 7.0 4.8 5.3 4.4 16.7 2.4 3.9 Green Ext Time (p_c), s 0.0 2.1 0.1 0.5 0.1 4.4 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 18.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 16 7 192 35 301 32 1022 143 83 236 6 Future Volume (vph) 8 16 7 192 35 301 32 1022 143 83 236 6 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1725 1583 1765 1500 1568 3320 1485 1583 3341 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1725 1583 1765 1500 1568 3320 1485 1583 3341 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 8 17 7 202 37 317 34 1076 151 87 248 6
RTOR Reduction (vph) 0 7 0 0 0 232 0 0 54 0 1 0
Lane Group Flow (vph) 0 25 0 202 37 85 34 1076 97 87 253 0 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 3% 3% 3% 2% 2% 2%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 5.6 20.6 20.6 32.1 5.4 61.4 61.4 11.5 67.5 Effective Green, g (s) 5.6 20.6 20.6 32.1 5.4 61.4 61.4 11.5 67.5 Actuated g/C Ratio 0.05 0.17 0.17 0.27 0.05 0.51 0.51 0.10 0.56 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 80 271 302 401 70 1698 759 151 1879
v/s Ratio Prot c0.01 c0.13 0.02 0.02 0.02 c0.32 c0.05 0.08 v/s Ratio Perm 0.04 0.07
v/c Ratio 0.32 0.75 0.12 0.21 0.49 0.63 0.13 0.58 0.13
Uniform Delay, d1 55.3 47.2 42.1 34.1 55.9 21.2 15.3 51.9 12.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.08 1.56 1.00 1.00 Incremental Delay, d2 2.3 10.6 0.2 0.2 3.1 1.5 0.3 4.3 0.1 Delay (s) 57.6 57.8 42.2 34.3 59.0 24.4 24.2 56.2 12.6
Level of Service E E D C E C C E B
Approach Delay (s) 57.6 43.4 25.3 23.7
Approach LOS E D C C
Intersection Summary
HCM 2000 Control Delay 30.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 160 195 194 880 493 157 643 229 84 327 28 Future Volume (veh/h) 72 160 195 194 880 493 157 643 229 84 327 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 1620 1716 1716 1673 1772 1772 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 76 168 205 204 926 519 165 677 241 88 344 29 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, % 6 6 6 2 2 2 3 3 3 3 3 3
Cap, veh/h 130 831 544 228 1055 601 188 1159 730 137 1052 469 Arrive On Green 0.08 0.25 0.25 0.14 0.31 0.31 0.12 0.35 0.35 0.17 0.63 0.63 Sat Flow, veh/h 1543 3260 1454 1594 3367 1502 1581 3340 1490 1581 3340 1490 Grp Volume(v), veh/h 76 168 205 204 926 519 165 677 241 88 344 29 Grp Sat Flow(s),veh/h/ln1543 1630 1454 1594 1683 1502 1581 1670 1490 1581 1670 1490 Q Serve(g_s), s 5.7 4.9 12.3 15.1 31.3 37.6 12.3 19.9 11.8 6.2 5.8 0.9 Cycle Q Clear(g_c), s 5.7 4.9 12.3 15.1 31.3 37.6 12.3 19.9 11.8 6.2 5.8 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 831 544 228 1055 601 188 1159 730 137 1052 469 V/C Ratio(X) 0.58 0.20 0.38 0.90 0.88 0.86 0.88 0.58 0.33 0.64 0.33 0.06 Avail Cap(c_a), veh/h 171 886 568 243 1055 601 202 1159 730 228 1052 469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 52.9 35.1 27.4 50.6 39.0 33.0 52.0 32.1 18.6 47.8 16.3 15.4 Incr Delay (d2), s/veh 3.0 0.2 0.6 30.3 8.8 12.8 30.4 2.2 1.2 3.4 0.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 1.9 4.3 7.9 13.9 15.5 6.4 8.2 4.2 2.4 2.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.9 35.3 28.0 80.9 47.8 45.8 82.4 34.2 19.8 51.2 17.1 15.6 LnGrp LOS E D C F D D F C B D B B
Approach Vol, veh/h 449 1649 1083 461
Approach Delay, s/veh 35.4 51.3 38.4 23.5
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.1 47.1 21.8 36.0 19.0 43.2 14.8 43.0 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 17 31.6 * 18 32.6 * 15 33.6 * 13 37.6 Max Q Clear Time (g_c+I1), s8.2 21.9 17.1 14.3 14.3 7.8 7.7 39.6 Green Ext Time (p_c), s 0.1 4.7 0.1 2.3 0.0 3.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 42.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 21 636 121 25 483 412 105 330 22 342 263 27 Future Volume (vph) 21 636 121 25 483 412 105 330 22 342 263 27 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.98 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.98
Satd. Flow (prot) 1583 3273 1599 3386 1515 3324 1455 3163 Flt Permitted 0.40 1.00 0.22 1.00 1.00 0.74 0.95 0.98
Satd. Flow (perm) 664 3273 373 3386 1515 2484 1455 3163 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 22 662 126 26 503 429 109 344 23 356 274 28 RTOR Reduction (vph) 0 13 0 0 0 274 0 4 0 0 5 0
Lane Group Flow (vph) 22 776 0 26 503 155 0 472 0 217 436 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 36.1 36.1 36.1 36.1 36.1 24.7 22.5 22.5 Effective Green, g (s) 36.1 36.1 36.1 36.1 36.1 24.7 22.5 22.5 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.36 0.25 0.22 0.22 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 239 1181 134 1222 546 613 327 711
v/s Ratio Prot c0.24 0.15 c0.15 0.14
v/s Ratio Perm 0.03 0.07 0.10 c0.19
v/c Ratio 0.09 0.66 0.19 0.41 0.28 0.77 0.66 0.61
Uniform Delay, d1 21.1 26.8 22.0 24.0 22.7 35.0 35.3 34.8 Progression Factor 1.00 1.00 1.14 1.00 2.06 1.00 1.00 1.00 Incremental Delay, d2 0.8 2.9 3.0 1.0 1.2 6.3 5.5 1.8
Delay (s) 21.9 29.6 28.0 25.0 48.0 41.3 40.8 36.6
Level of Service C C C C D D D D
Approach Delay (s) 29.4 35.4 41.3 38.0
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 35.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 131 733 63 251 657 55 150 397 403 82 270 63 Future Volume (veh/h) 131 733 63 251 657 55 150 397 403 82 270 63 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 1588 1786 1786 1588 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 135 756 65 259 677 57 155 409 415 85 278 65 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 167 952 82 343 996 84 269 939 596 131 730 168 Arrive On Green 0.10 0.30 0.30 0.12 0.31 0.31 0.09 0.28 0.28 0.08 0.27 0.27 Sat Flow, veh/h 1606 3162 272 2933 3168 267 2933 3393 1514 1606 2739 630 Grp Volume(v), veh/h 135 406 415 259 362 372 155 409 415 85 170 173 Grp Sat Flow(s),veh/h/ln1606 1697 1737 1467 1697 1738 1467 1697 1514 1606 1697 1673 Q Serve(g_s), s 7.0 18.6 18.7 7.3 15.8 15.8 4.3 8.4 19.5 4.4 7.0 7.2 Cycle Q Clear(g_c), s 7.0 18.6 18.7 7.3 15.8 15.8 4.3 8.4 19.5 4.4 7.0 7.2 Prop In Lane 1.00 0.16 1.00 0.15 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 167 511 523 343 533 546 269 939 596 131 452 446 V/C Ratio(X) 0.81 0.79 0.79 0.76 0.68 0.68 0.58 0.44 0.70 0.65 0.38 0.39 Avail Cap(c_a), veh/h 356 793 812 753 853 874 373 1067 653 242 574 565 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 37.2 27.2 27.2 36.3 25.4 25.4 37.0 25.3 21.5 37.8 25.4 25.5 Incr Delay (d2), s/veh 9.0 3.1 3.0 3.4 1.5 1.5 1.9 0.3 2.9 5.3 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 7.6 7.7 2.7 6.2 6.4 1.6 3.3 7.0 1.9 2.8 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 30.3 30.3 39.7 26.9 26.9 38.9 25.6 24.4 43.1 25.9 26.0 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 956 993 979 428
Approach Delay, s/veh 32.5 30.2 27.2 29.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.1 30.9 12.0 27.9 13.0 32.0 11.1 28.8 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 22 39.7 * 11 28.7 * 19 42.7 * 13 26.7 Max Q Clear Time (g_c+I1), s9.3 20.7 6.3 9.2 9.0 17.8 6.4 21.5 Green Ext Time (p_c), s 0.7 4.9 0.2 1.9 0.2 4.7 0.1 2.0 Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 155 796 73 66 711 17 143 114 94 19 50 60 Future Volume (vph) 155 796 73 66 711 17 143 114 94 19 50 60 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.92
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1599 3386 1515 1615 1678 1599 1636 Flt Permitted 0.32 1.00 1.00 0.28 1.00 1.00 0.66 1.00 0.42 1.00 Satd. Flow (perm) 536 3353 1500 477 3386 1515 1128 1678 713 1636 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 170 875 80 73 781 19 157 125 103 21 55 66 RTOR Reduction (vph) 0 0 31 0 0 7 0 36 0 0 53 0
Lane Group Flow (vph) 170 875 49 73 781 12 157 192 0 21 68 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 60.9 60.9 60.9 60.9 60.9 60.9 20.1 20.1 20.1 20.1 Effective Green, g (s) 60.9 60.9 60.9 60.9 60.9 60.9 20.1 20.1 20.1 20.1 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.61 0.61 0.20 0.20 0.20 0.20 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 326 2041 913 290 2062 922 226 337 143 328 v/s Ratio Prot 0.26 0.23 0.11 0.04
v/s Ratio Perm c0.32 0.03 0.15 0.01 c0.14 0.03
v/c Ratio 0.52 0.43 0.05 0.25 0.38 0.01 0.69 0.57 0.15 0.21 Uniform Delay, d1 11.2 10.3 7.9 9.0 9.9 7.7 37.1 36.0 32.9 33.3 Progression Factor 1.06 0.99 2.05 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 0.6 0.1 2.1 0.5 0.0 8.9 2.2 0.5 0.3 Delay (s) 16.9 10.8 16.3 11.1 10.5 7.7 46.0 38.3 33.4 33.6 Level of Service B B B B B A D D C C
Approach Delay (s) 12.1 10.5 41.4 33.6
Approach LOS B B D C
Intersection Summary
HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 126 951 85 54 630 74 72 35 62 170 39 171 Future Volume (veh/h) 126 951 85 54 630 74 72 35 62 170 39 171 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 1673 1772 1772 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 134 1012 90 57 670 79 77 37 66 181 41 182 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, % 1 1 1 2 2 2 1 1 1 1 1 1
Cap, veh/h 371 1181 105 254 1054 124 321 89 158 434 52 231 Arrive On Green 0.10 0.37 0.37 0.07 0.35 0.35 0.10 0.15 0.15 0.13 0.18 0.18 Sat Flow, veh/h 1606 3152 280 1594 3034 357 1606 575 1026 1606 286 1271 Grp Volume(v), veh/h 134 545 557 57 371 378 77 0 103 181 0 223 Grp Sat Flow(s),veh/h/ln1606 1697 1736 1594 1683 1708 1606 0 1601 1606 0 1557 Q Serve(g_s), s 3.4 19.8 19.8 1.5 12.4 12.4 2.5 0.0 3.9 6.1 0.0 9.2 Cycle Q Clear(g_c), s 3.4 19.8 19.8 1.5 12.4 12.4 2.5 0.0 3.9 6.1 0.0 9.2 Prop In Lane 1.00 0.16 1.00 0.21 1.00 0.64 1.00 0.82
Lane Grp Cap(c), veh/h 371 636 651 254 585 593 321 0 247 434 0 283 V/C Ratio(X) 0.36 0.86 0.86 0.22 0.64 0.64 0.24 0.00 0.42 0.42 0.00 0.79 Avail Cap(c_a), veh/h 404 701 717 331 695 705 392 0 630 460 0 613 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 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 19.3 19.3 14.6 18.3 18.3 19.9 0.0 25.6 19.5 0.0 26.2 Incr Delay (d2), s/veh 0.6 9.6 9.4 0.4 1.4 1.4 0.4 0.0 1.1 0.6 0.0 4.9 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 1.1 8.5 8.7 0.5 4.5 4.6 0.9 0.0 1.5 2.2 0.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.4 28.9 28.7 15.0 19.8 19.8 20.3 0.0 26.7 20.1 0.0 31.1 LnGrp LOS B C C B B B C A C C A C
Approach Vol, veh/h 1236 806 180 404
Approach Delay, s/veh 27.1 19.4 24.0 26.2
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.8 30.4 11.1 16.8 10.6 28.6 12.9 14.9 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.5 21.8 4.5 11.2 5.4 14.4 8.1 5.9 Green Ext Time (p_c), s 0.0 3.3 0.1 1.2 0.1 3.8 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 28 97 33 96 60 209 47 620 167 264 558 32 Future Volume (vph) 28 97 33 96 60 209 47 620 167 264 558 32 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1734 1599 1782 1515 1615 3420 1530 1599 3358 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1734 1599 1782 1515 1615 3420 1530 1599 3358 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 29 102 35 101 63 220 49 653 176 278 587 34 RTOR Reduction (vph) 0 9 0 0 0 126 0 0 96 0 2 0
Lane Group Flow (vph) 0 157 0 101 63 94 49 653 80 278 619 0 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 16.2 13.0 13.0 51.1 7.5 31.8 31.8 38.1 62.4 Effective Green, g (s) 16.2 13.0 13.0 51.1 7.5 31.8 31.8 38.1 62.4 Actuated g/C Ratio 0.13 0.11 0.11 0.43 0.06 0.27 0.27 0.32 0.52 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 234 173 193 645 100 906 405 507 1746 v/s Ratio Prot c0.09 c0.06 0.04 0.05 0.03 c0.19 c0.17 0.18 v/s Ratio Perm 0.02 0.05
v/c Ratio 0.67 0.58 0.33 0.15 0.49 0.72 0.20 0.55 0.35
Uniform Delay, d1 49.4 50.9 49.5 21.1 54.4 40.1 34.2 33.8 16.9 Progression Factor 1.00 1.00 1.00 1.00 0.86 1.33 2.14 1.00 1.00 Incremental Delay, d2 7.4 4.9 1.0 0.1 2.5 4.5 1.0 1.0 0.6 Delay (s) 56.8 55.9 50.4 21.2 49.0 57.9 74.3 34.8 17.5
Level of Service E E D C D E E C B
Approach Delay (s) 56.8 35.1 60.7 22.9
Approach LOS E D E C
Intersection Summary
HCM 2000 Control Delay 41.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.63
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Existing (2026) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 696 314 202 533 308 167 412 310 319 457 27 Future Volume (veh/h) 111 696 314 202 533 308 167 412 310 319 457 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 1700 1800 1800 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 116 725 327 210 555 321 174 429 323 332 476 28 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, % 2 2 2 0 0 0 1 1 1 1 1 1
Cap, veh/h 143 850 564 193 964 701 198 959 608 285 1143 510 Arrive On Green 0.09 0.25 0.25 0.12 0.28 0.28 0.12 0.28 0.28 0.35 0.67 0.67 Sat Flow, veh/h 1594 3367 1502 1619 3420 1525 1606 3393 1514 1606 3393 1514 Grp Volume(v), veh/h 116 725 327 210 555 321 174 429 323 332 476 28 Grp Sat Flow(s),veh/h/ln1594 1683 1502 1619 1710 1525 1606 1697 1514 1606 1697 1514 Q Serve(g_s), s 8.6 24.6 20.9 14.3 16.7 17.3 12.8 12.5 19.5 21.3 7.6 0.8 Cycle Q Clear(g_c), s 8.6 24.6 20.9 14.3 16.7 17.3 12.8 12.5 19.5 21.3 7.6 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 850 564 193 964 701 198 959 608 285 1143 510 V/C Ratio(X) 0.81 0.85 0.58 1.09 0.58 0.46 0.88 0.45 0.53 1.16 0.42 0.05 Avail Cap(c_a), veh/h 177 915 593 193 964 701 218 959 608 285 1143 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 53.6 42.7 29.9 52.8 36.9 22.2 51.7 35.3 27.3 38.7 14.2 13.1 Incr Delay (d2), s/veh 12.5 5.1 1.0 90.4 1.0 0.7 28.6 1.5 3.3 103.6 1.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 10.7 7.6 10.6 7.0 6.2 6.6 5.3 7.5 15.0 2.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.2 47.9 31.0 143.2 38.0 22.9 80.3 36.9 30.6 142.3 15.3 13.3 LnGrp LOS E D C F D C F D C F B B
Approach Vol, veh/h 1168 1086 926 836
Approach Delay, s/veh 45.0 53.9 42.8 65.7
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s26.0 39.3 19.0 35.7 19.5 45.8 15.5 39.2 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 21 31.6 * 14 32.6 * 16 36.6 * 13 33.6 Max Q Clear Time (g_c+I1), s23.3 21.5 16.3 26.6 14.8 9.6 10.6 19.3 Green Ext Time (p_c), s 0.0 3.8 0.0 3.7 0.1 4.7 0.0 5.7 Intersection Summary
HCM 6th Ctrl Delay 51.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Rosemead Family Apartments
CEQA Evaluation
Final Report

Iteris, Inc. | 51

Future Baseline Conditions

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 216 83 16 659 754 95 293 24 213 300 25 Future Volume (vph) 22 216 83 16 659 754 95 293 24 213 300 25 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.96 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00
Satd. Flow (prot) 1568 3182 1568 3320 1485 3286 1441 3162 Flt Permitted 0.28 1.00 0.55 1.00 1.00 0.75 0.95 1.00
Satd. Flow (perm) 463 3182 905 3320 1485 2508 1441 3162 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) 24 232 89 17 709 811 102 315 26 229 323 27 RTOR Reduction (vph) 0 32 0 0 0 412 0 5 0 0 6 0
Lane Group Flow (vph) 24 289 0 17 709 399 0 438 0 190 383 0 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 38.8 38.8 38.8 38.8 38.8 23.9 20.6 20.6 Effective Green, g (s) 38.8 38.8 38.8 38.8 38.8 23.9 20.6 20.6 Actuated g/C Ratio 0.39 0.39 0.39 0.39 0.39 0.24 0.21 0.21 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 179 1234 351 1288 576 599 296 651
v/s Ratio Prot 0.09 0.21 c0.13 0.12
v/s Ratio Perm 0.05 0.02 c0.27 c0.17
v/c Ratio 0.13 0.23 0.05 0.55 0.69 0.73 0.64 0.59
Uniform Delay, d1 19.8 20.6 19.1 23.8 25.6 35.1 36.3 35.9 Progression Factor 1.00 1.00 1.18 0.95 1.64 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.4 0.2 1.4 5.6 4.9 5.2 1.6
Delay (s) 21.3 21.0 22.7 24.1 47.6 40.0 41.6 37.5
Level of Service C C C C D D D D
Approach Delay (s) 21.1 36.5 40.0 38.8
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 35.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 248 52 173 837 35 267 396 287 40 281 89 Future Volume (veh/h) 45 248 52 173 837 35 267 396 287 40 281 89 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 1660 1758 1758 1575 1772 1772 1550 1744 1744 1660 1758 1758 Adj Flow Rate, veh/h 46 256 54 178 863 36 275 408 296 41 290 92 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 2 2 2 4 4 4 3 3 3
Cap, veh/h 94 859 178 287 1156 48 373 824 513 100 455 142 Arrive On Green 0.06 0.31 0.31 0.10 0.35 0.35 0.13 0.25 0.25 0.06 0.18 0.18 Sat Flow, veh/h 1581 2754 571 2910 3293 137 2864 3313 1478 1581 2508 780 Grp Volume(v), veh/h 46 154 156 178 441 458 275 408 296 41 191 191 Grp Sat Flow(s),veh/h/ln1581 1670 1655 1455 1683 1747 1432 1657 1478 1581 1670 1617 Q Serve(g_s), s 1.9 4.8 4.9 4.0 15.8 15.8 6.3 7.2 11.2 1.7 7.2 7.5 Cycle Q Clear(g_c), s 1.9 4.8 4.9 4.0 15.8 15.8 6.3 7.2 11.2 1.7 7.2 7.5 Prop In Lane 1.00 0.35 1.00 0.08 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 94 521 516 287 591 613 373 824 513 100 303 294 V/C Ratio(X) 0.49 0.29 0.30 0.62 0.75 0.75 0.74 0.50 0.58 0.41 0.63 0.65 Avail Cap(c_a), veh/h 203 1066 1056 544 1172 1217 744 1727 916 203 651 631 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 31.2 17.9 17.9 29.6 19.5 19.5 28.6 22.0 18.2 30.8 25.9 26.0 Incr Delay (d2), s/veh 3.9 0.3 0.3 2.2 1.9 1.8 2.8 0.5 1.0 2.7 2.2 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 0.8 1.7 1.8 1.4 5.8 6.0 2.2 2.7 3.7 0.7 2.9 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 18.2 18.2 31.8 21.4 21.4 31.5 22.5 19.3 33.5 28.1 28.4 LnGrp LOS D B B C C C C C B C C C
Approach Vol, veh/h 356 1077 979 423
Approach Delay, s/veh 20.4 23.1 24.0 28.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.0 26.7 13.1 17.7 8.3 29.3 8.5 22.3 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 13 43.7 * 18 26.7 * 8.8 47.7 * 8.8 35.7 Max Q Clear Time (g_c+I1), s6.0 6.9 8.3 9.5 3.9 17.8 3.7 13.2 Green Ext Time (p_c), s 0.3 1.9 0.7 2.1 0.0 6.3 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 23.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 24 383 36 58 1230 10 50 37 28 17 41 155 Future Volume (vph) 24 383 36 58 1230 10 50 37 28 17 41 155 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.88
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1568 3320 1485 1568 1635 1615 1586 Flt Permitted 0.16 1.00 1.00 0.51 1.00 1.00 0.38 1.00 0.71 1.00 Satd. Flow (perm) 262 3353 1500 842 3320 1485 628 1635 1209 1586 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) 26 412 39 62 1323 11 54 40 30 18 44 167 RTOR Reduction (vph) 0 0 13 0 0 4 0 25 0 0 61 0
Lane Group Flow (vph) 26 412 26 62 1323 7 54 45 0 18 150 0 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 3% 3% 3% 0% 0% 0%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 65.8 65.8 65.8 65.8 65.8 65.8 15.2 15.2 15.2 15.2 Effective Green, g (s) 65.8 65.8 65.8 65.8 65.8 65.8 15.2 15.2 15.2 15.2 Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.66 0.66 0.15 0.15 0.15 0.15 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 172 2206 987 554 2184 977 95 248 183 241 v/s Ratio Prot 0.12 c0.40 0.03 c0.09
v/s Ratio Perm 0.10 0.02 0.07 0.00 0.09 0.01
v/c Ratio 0.15 0.19 0.03 0.11 0.61 0.01 0.57 0.18 0.10 0.62 Uniform Delay, d1 6.5 6.7 5.9 6.3 9.7 5.9 39.4 37.0 36.5 39.7 Progression Factor 1.22 1.12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 0.2 0.0 0.4 1.3 0.0 7.6 0.3 0.2 4.9 Delay (s) 9.7 7.6 6.0 6.7 11.0 5.9 46.9 37.3 36.7 44.6
Level of Service A A A A B A D D D D
Approach Delay (s) 7.6 10.8 41.5 44.0
Approach LOS A B D D
Intersection Summary
HCM 2000 Control Delay 15.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 323 60 70 917 37 96 20 42 14 38 46 Future Volume (veh/h) 105 323 60 70 917 37 96 20 42 14 38 46 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 1620 1716 1716 1673 1772 1772 1673 1772 1772 1647 1744 1744 Adj Flow Rate, veh/h 107 330 61 71 936 38 98 20 43 14 39 47 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, % 6 6 6 2 2 2 2 2 2 4 4 4
Cap, veh/h 328 1038 190 523 1190 48 392 102 220 312 82 99 Arrive On Green 0.10 0.38 0.38 0.08 0.36 0.36 0.12 0.20 0.20 0.03 0.11 0.11 Sat Flow, veh/h 1543 2752 503 1594 3297 134 1594 501 1077 1569 720 868 Grp Volume(v), veh/h 107 194 197 71 478 496 98 0 63 14 0 86 Grp Sat Flow(s),veh/h/ln1543 1630 1625 1594 1683 1748 1594 0 1578 1569 0 1588 Q Serve(g_s), s 2.4 5.0 5.1 1.6 15.1 15.1 2.9 0.0 2.0 0.5 0.0 3.0 Cycle Q Clear(g_c), s 2.4 5.0 5.1 1.6 15.1 15.1 2.9 0.0 2.0 0.5 0.0 3.0 Prop In Lane 1.00 0.31 1.00 0.08 1.00 0.68 1.00 0.55
Lane Grp Cap(c), veh/h 328 615 613 523 608 631 392 0 322 312 0 182 V/C Ratio(X) 0.33 0.32 0.32 0.14 0.79 0.79 0.25 0.00 0.20 0.04 0.00 0.47 Avail Cap(c_a), veh/h 379 756 753 602 780 810 461 0 697 520 0 701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 11.8 13.2 13.2 9.9 17.0 17.0 17.2 0.0 19.7 22.0 0.0 24.8 Incr Delay (d2), s/veh 0.6 0.3 0.3 0.1 4.1 4.0 0.3 0.0 0.3 0.1 0.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 1.6 1.7 0.5 5.7 5.9 1.0 0.0 0.7 0.2 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.4 13.4 13.5 10.0 21.1 21.0 17.6 0.0 20.0 22.1 0.0 26.7 LnGrp LOS B B B B C C B A C C A C
Approach Vol, veh/h 498 1045 161 100
Approach Delay, s/veh 13.2 20.3 18.5 26.0
Approach LOS B C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 27.8 11.4 11.4 10.0 26.9 6.1 16.8 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.6 7.1 4.9 5.0 4.4 17.1 2.5 4.0 Green Ext Time (p_c), s 0.0 2.2 0.1 0.4 0.1 4.4 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 17 8 196 36 308 33 1041 146 85 233 7 Future Volume (vph) 9 17 8 196 36 308 33 1041 146 85 233 7 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1722 1583 1765 1500 1568 3320 1485 1583 3339 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1722 1583 1765 1500 1568 3320 1485 1583 3339 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 9 18 8 206 38 324 35 1096 154 89 245 7
RTOR Reduction (vph) 0 8 0 0 0 236 0 0 55 0 1 0
Lane Group Flow (vph) 0 27 0 206 38 88 35 1096 99 89 251 0 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 3% 3% 3% 2% 2% 2%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 5.6 20.9 20.9 32.5 5.4 61.0 61.0 11.6 67.2 Effective Green, g (s) 5.6 20.9 20.9 32.5 5.4 61.0 61.0 11.6 67.2 Actuated g/C Ratio 0.05 0.17 0.17 0.27 0.05 0.51 0.51 0.10 0.56 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 80 275 307 406 70 1687 754 153 1869
v/s Ratio Prot c0.02 c0.13 0.02 0.02 0.02 c0.33 c0.06 0.08 v/s Ratio Perm 0.04 0.07
v/c Ratio 0.34 0.75 0.12 0.22 0.50 0.65 0.13 0.58 0.13
Uniform Delay, d1 55.4 47.1 41.8 33.9 56.0 21.7 15.5 51.9 12.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.08 1.54 1.00 1.00 Incremental Delay, d2 2.6 10.6 0.2 0.2 3.2 1.5 0.3 4.6 0.1 Delay (s) 58.0 57.7 42.0 34.1 59.4 24.9 24.2 56.5 12.7
Level of Service E E D C E C C E B
Approach Delay (s) 58.0 43.2 25.7 24.1
Approach LOS E D C C
Intersection Summary
HCM 2000 Control Delay 30.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 164 199 198 898 501 161 655 234 83 329 29 Future Volume (veh/h) 74 164 199 198 898 501 161 655 234 83 329 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 1620 1716 1716 1673 1772 1772 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 78 173 209 208 945 527 169 689 246 87 346 31 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, % 6 6 6 2 2 2 3 3 3 3 3 3
Cap, veh/h 131 825 545 231 1055 601 192 1158 733 137 1042 465 Arrive On Green 0.08 0.25 0.25 0.15 0.31 0.31 0.12 0.35 0.35 0.17 0.62 0.62 Sat Flow, veh/h 1543 3260 1454 1594 3367 1502 1581 3340 1490 1581 3340 1490 Grp Volume(v), veh/h 78 173 209 208 945 527 169 689 246 87 346 31 Grp Sat Flow(s),veh/h/ln1543 1630 1454 1594 1683 1502 1581 1670 1490 1581 1670 1490 Q Serve(g_s), s 5.8 5.0 12.6 15.4 32.2 37.6 12.6 20.4 12.1 6.1 5.9 1.0 Cycle Q Clear(g_c), s 5.8 5.0 12.6 15.4 32.2 37.6 12.6 20.4 12.1 6.1 5.9 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 131 825 545 231 1055 601 192 1158 733 137 1042 465 V/C Ratio(X) 0.60 0.21 0.38 0.90 0.90 0.88 0.88 0.59 0.34 0.64 0.33 0.07 Avail Cap(c_a), veh/h 171 886 572 243 1055 601 202 1158 733 228 1042 465 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 52.9 35.4 27.4 50.4 39.3 33.3 51.8 32.2 18.5 47.8 16.6 15.7 Incr Delay (d2), s/veh 3.1 0.2 0.6 31.1 10.3 14.2 31.5 2.3 1.2 3.3 0.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.0 4.4 8.1 14.5 16.1 6.6 8.4 4.3 2.4 2.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.1 35.5 28.0 81.6 49.6 47.5 83.3 34.5 19.8 51.2 17.4 16.0 LnGrp LOS E D C F D D F C B D B B
Approach Vol, veh/h 460 1680 1104 464
Approach Delay, s/veh 35.6 52.9 38.7 23.7
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.1 47.0 22.1 35.8 19.3 42.8 14.9 43.0 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 17 31.6 * 18 32.6 * 15 33.6 * 13 37.6 Max Q Clear Time (g_c+I1), s8.1 22.4 17.4 14.6 14.6 7.9 7.8 39.6 Green Ext Time (p_c), s 0.1 4.6 0.0 2.4 0.0 3.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 642 124 26 489 418 108 337 23 343 269 28 Future Volume (vph) 22 642 124 26 489 418 108 337 23 343 269 28 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.98 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.98
Satd. Flow (prot) 1583 3272 1599 3386 1515 3323 1455 3163 Flt Permitted 0.39 1.00 0.21 1.00 1.00 0.73 0.95 0.98
Satd. Flow (perm) 653 3272 358 3386 1515 2470 1455 3163 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 23 669 129 27 509 435 112 351 24 357 280 29 RTOR Reduction (vph) 0 14 0 0 0 281 0 4 0 0 5 0
Lane Group Flow (vph) 23 784 0 27 509 154 0 484 0 218 443 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 35.5 35.5 35.5 35.5 35.5 25.1 22.7 22.7 Effective Green, g (s) 35.5 35.5 35.5 35.5 35.5 25.1 22.7 22.7 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.36 0.25 0.23 0.23 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 231 1161 127 1202 537 619 330 718
v/s Ratio Prot c0.24 0.15 c0.15 0.14
v/s Ratio Perm 0.04 0.08 0.10 c0.20
v/c Ratio 0.10 0.68 0.21 0.42 0.29 0.78 0.66 0.62
Uniform Delay, d1 21.6 27.4 22.5 24.5 23.2 34.9 35.1 34.7 Progression Factor 1.00 1.00 1.09 0.97 1.94 1.00 1.00 1.00 Incremental Delay, d2 0.9 3.2 3.6 1.0 1.3 6.8 5.4 1.8
Delay (s) 22.4 30.5 28.0 24.9 46.1 41.7 40.5 36.5
Level of Service C C C C D D D D
Approach Delay (s) 30.3 34.5 41.7 37.8
Approach LOS C C D D
Intersection Summary
HCM 2000 Control Delay 35.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 134 741 65 255 667 57 154 405 408 84 276 65 Future Volume (veh/h) 134 741 65 255 667 57 154 405 408 84 276 65 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 1588 1786 1786 1588 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 138 764 67 263 688 59 159 418 421 87 285 67 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 170 956 84 346 997 85 266 943 599 130 734 170 Arrive On Green 0.11 0.30 0.30 0.12 0.32 0.32 0.09 0.28 0.28 0.08 0.27 0.27 Sat Flow, veh/h 1606 3156 277 2933 3163 271 2933 3393 1514 1606 2736 633 Grp Volume(v), veh/h 138 411 420 263 369 378 159 418 421 87 175 177 Grp Sat Flow(s),veh/h/ln1606 1697 1736 1467 1697 1737 1467 1697 1514 1606 1697 1672 Q Serve(g_s), s 7.3 19.2 19.2 7.5 16.4 16.4 4.5 8.8 20.1 4.5 7.3 7.5 Cycle Q Clear(g_c), s 7.3 19.2 19.2 7.5 16.4 16.4 4.5 8.8 20.1 4.5 7.3 7.5 Prop In Lane 1.00 0.16 1.00 0.16 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 170 514 526 346 535 548 266 943 599 130 455 449 V/C Ratio(X) 0.81 0.80 0.80 0.76 0.69 0.69 0.60 0.44 0.70 0.67 0.38 0.39 Avail Cap(c_a), veh/h 350 780 799 741 839 859 367 1050 647 238 564 556 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 37.8 27.7 27.7 36.9 25.9 25.9 37.7 25.7 21.8 38.5 25.8 25.8 Incr Delay (d2), s/veh 9.0 3.4 3.4 3.5 1.6 1.6 2.2 0.3 3.2 5.8 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 7.9 8.0 2.8 6.5 6.7 1.7 3.5 7.3 2.0 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 31.1 31.0 40.4 27.5 27.4 39.9 26.0 25.0 44.3 26.3 26.4 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 969 1010 998 439
Approach Delay, s/veh 33.3 30.8 27.8 29.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.4 31.5 12.0 28.5 13.3 32.5 11.2 29.3 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 22 39.7 * 11 28.7 * 19 42.7 * 13 26.7 Max Q Clear Time (g_c+I1), s9.5 21.2 6.5 9.5 9.3 18.4 6.5 22.1 Green Ext Time (p_c), s 0.7 4.9 0.2 2.0 0.2 4.7 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 157 807 69 68 717 18 135 117 96 20 52 58 Future Volume (vph) 157 807 69 68 717 18 135 117 96 20 52 58 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.92
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1599 3386 1515 1615 1679 1599 1641 Flt Permitted 0.32 1.00 1.00 0.28 1.00 1.00 0.66 1.00 0.40 1.00 Satd. Flow (perm) 534 3353 1500 472 3386 1515 1124 1679 670 1641 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 173 887 76 75 788 20 148 129 105 22 57 64 RTOR Reduction (vph) 0 0 29 0 0 8 0 36 0 0 50 0
Lane Group Flow (vph) 173 887 47 75 788 12 148 198 0 22 71 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 61.7 61.7 61.7 61.7 61.7 61.7 19.3 19.3 19.3 19.3 Effective Green, g (s) 61.7 61.7 61.7 61.7 61.7 61.7 19.3 19.3 19.3 19.3 Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.62 0.62 0.19 0.19 0.19 0.19 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 329 2068 925 291 2089 934 216 324 129 316 v/s Ratio Prot 0.26 0.23 0.12 0.04
v/s Ratio Perm c0.32 0.03 0.16 0.01 c0.13 0.03
v/c Ratio 0.53 0.43 0.05 0.26 0.38 0.01 0.69 0.61 0.17 0.22 Uniform Delay, d1 10.9 10.0 7.6 8.7 9.6 7.4 37.5 36.9 33.7 34.0 Progression Factor 1.12 1.03 2.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 4.9 0.5 0.1 2.1 0.5 0.0 8.7 3.4 0.6 0.4 Delay (s) 17.0 10.8 16.8 10.9 10.1 7.4 46.2 40.3 34.3 34.4 Level of Service B B B B B A D D C C
Approach Delay (s) 12.2 10.1 42.6 34.4
Approach LOS B B D C
Intersection Summary
HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 971 87 56 643 76 74 36 64 174 40 169 Future Volume (veh/h) 118 971 87 56 643 76 74 36 64 174 40 169 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 1673 1772 1772 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 126 1033 93 60 684 81 79 38 68 185 43 180 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, % 1 1 1 2 2 2 1 1 1 1 1 1
Cap, veh/h 366 1188 107 252 1072 127 320 89 159 429 54 228 Arrive On Green 0.09 0.38 0.38 0.07 0.35 0.35 0.10 0.16 0.16 0.13 0.18 0.18 Sat Flow, veh/h 1606 3148 283 1594 3032 359 1606 574 1027 1606 301 1259 Grp Volume(v), veh/h 126 557 569 60 379 386 79 0 106 185 0 223 Grp Sat Flow(s),veh/h/ln1606 1697 1735 1594 1683 1707 1606 0 1601 1606 0 1559 Q Serve(g_s), s 3.2 20.7 20.7 1.5 12.8 12.8 2.6 0.0 4.1 6.3 0.0 9.3 Cycle Q Clear(g_c), s 3.2 20.7 20.7 1.5 12.8 12.8 2.6 0.0 4.1 6.3 0.0 9.3 Prop In Lane 1.00 0.16 1.00 0.21 1.00 0.64 1.00 0.81
Lane Grp Cap(c), veh/h 366 640 655 252 595 604 320 0 249 429 0 282 V/C Ratio(X) 0.34 0.87 0.87 0.24 0.64 0.64 0.25 0.00 0.43 0.43 0.00 0.79 Avail Cap(c_a), veh/h 401 691 707 323 686 696 386 0 622 454 0 606 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 19.6 19.6 14.8 18.3 18.3 20.1 0.0 26.0 19.9 0.0 26.6 Incr Delay (d2), s/veh 0.6 10.9 10.8 0.5 1.6 1.6 0.4 0.0 1.2 0.7 0.0 4.9 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 1.1 9.1 9.3 0.5 4.7 4.8 1.0 0.0 1.6 2.3 0.0 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 30.6 30.4 15.3 19.9 19.9 20.5 0.0 27.1 20.5 0.0 31.5 LnGrp LOS B C C B B B C A C C A C
Approach Vol, veh/h 1252 825 185 408
Approach Delay, s/veh 28.8 19.6 24.3 26.5
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.9 30.9 11.2 16.9 10.6 29.3 12.9 15.2 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.5 22.7 4.6 11.3 5.2 14.8 8.3 6.1 Green Ext Time (p_c), s 0.0 3.0 0.1 1.2 0.1 3.8 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 25.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 29 99 34 98 62 214 48 624 171 270 565 33 Future Volume (vph) 29 99 34 98 62 214 48 624 171 270 565 33 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1733 1599 1782 1515 1615 3420 1530 1599 3358 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1733 1599 1782 1515 1615 3420 1530 1599 3358 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 104 36 103 65 225 51 657 180 284 595 35 RTOR Reduction (vph) 0 9 0 0 0 128 0 0 99 0 2 0
Lane Group Flow (vph) 0 162 0 103 65 97 51 657 81 284 628 0 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 16.5 13.1 13.1 51.7 7.7 30.9 30.9 38.6 61.8 Effective Green, g (s) 16.5 13.1 13.1 51.7 7.7 30.9 30.9 38.6 61.8 Actuated g/C Ratio 0.14 0.11 0.11 0.43 0.06 0.26 0.26 0.32 0.51 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 238 174 194 652 103 880 393 514 1729 v/s Ratio Prot c0.09 c0.06 0.04 0.05 0.03 c0.19 c0.18 0.19 v/s Ratio Perm 0.02 0.05
v/c Ratio 0.68 0.59 0.34 0.15 0.50 0.75 0.21 0.55 0.36
Uniform Delay, d1 49.3 50.9 49.4 20.8 54.3 41.0 34.9 33.6 17.4 Progression Factor 1.00 1.00 1.00 1.00 0.86 1.33 2.13 1.00 1.00 Incremental Delay, d2 7.8 5.3 1.0 0.1 2.5 5.3 1.1 1.0 0.6 Delay (s) 57.1 56.2 50.4 20.8 48.9 59.5 75.6 34.6 18.0
Level of Service E E D C D E E C B
Approach Delay (s) 57.1 35.0 62.2 23.1
Approach LOS E D E C
Intersection Summary
HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 114 710 321 207 544 308 171 419 317 324 464 28 Future Volume (veh/h) 114 710 321 207 544 308 171 419 317 324 464 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 1700 1800 1800 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 119 740 334 216 567 321 178 436 330 338 483 29 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, % 2 2 2 0 0 0 1 1 1 1 1 1
Cap, veh/h 143 859 572 193 972 704 202 950 604 285 1126 502 Arrive On Green 0.09 0.26 0.26 0.12 0.28 0.28 0.13 0.28 0.28 0.35 0.66 0.66 Sat Flow, veh/h 1594 3367 1502 1619 3420 1525 1606 3393 1514 1606 3393 1514 Grp Volume(v), veh/h 119 740 334 216 567 321 178 436 330 338 483 29 Grp Sat Flow(s),veh/h/ln1594 1683 1502 1619 1710 1525 1606 1697 1514 1606 1697 1514 Q Serve(g_s), s 8.8 25.2 21.3 14.3 17.1 17.2 13.1 12.7 20.1 21.3 8.0 0.8 Cycle Q Clear(g_c), s 8.8 25.2 21.3 14.3 17.1 17.2 13.1 12.7 20.1 21.3 8.0 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 859 572 193 972 704 202 950 604 285 1126 502 V/C Ratio(X) 0.83 0.86 0.58 1.12 0.58 0.46 0.88 0.46 0.55 1.19 0.43 0.06 Avail Cap(c_a), veh/h 177 915 597 193 972 704 218 950 604 285 1126 502 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 53.7 42.7 29.6 52.8 36.8 22.0 51.6 35.7 27.7 38.7 14.8 13.6 Incr Delay (d2), s/veh 14.3 5.4 1.0 100.5 1.1 0.7 29.6 1.6 3.5 111.5 1.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 10.9 7.7 11.1 7.2 6.2 6.8 5.4 7.7 15.6 2.7 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.0 48.1 30.6 153.4 37.9 22.7 81.1 37.3 31.2 150.2 15.9 13.8 LnGrp LOS E D C F D C F D C F B B
Approach Vol, veh/h 1193 1104 944 850
Approach Delay, s/veh 45.2 56.1 43.4 69.3
Approach LOS D E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s26.0 39.0 19.0 36.0 19.8 45.2 15.5 39.5 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 21 31.6 * 14 32.6 * 16 36.6 * 13 33.6 Max Q Clear Time (g_c+I1), s23.3 22.1 16.3 27.2 15.1 10.0 10.8 19.2 Green Ext Time (p_c), s 0.0 3.7 0.0 3.4 0.0 4.7 0.0 5.8 Intersection Summary
HCM 6th Ctrl Delay 52.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Rosemead Family Apartments
CEQA Evaluation
Final Report

Iteris, Inc. | 52

Future with Project Conditions

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 218 83 16 665 759 95 293 24 215 300 25 Future Volume (vph) 22 218 83 16 665 759 95 293 24 215 300 25 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.96 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.99
Satd. Flow (prot) 1568 3183 1568 3320 1485 3286 1441 3162 Flt Permitted 0.28 1.00 0.55 1.00 1.00 0.75 0.95 0.99
Satd. Flow (perm) 458 3183 902 3320 1485 2505 1441 3162 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) 24 234 89 17 715 816 102 315 26 231 323 27 RTOR Reduction (vph) 0 32 0 0 0 412 0 5 0 0 6 0
Lane Group Flow (vph) 24 291 0 17 715 404 0 438 0 189 386 0 Heavy Vehicles (%) 3% 3% 3% 3% 3% 3% 2% 2% 2% 2% 2% 2%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 38.8 38.8 38.8 38.8 38.8 23.9 20.6 20.6 Effective Green, g (s) 38.8 38.8 38.8 38.8 38.8 23.9 20.6 20.6 Actuated g/C Ratio 0.39 0.39 0.39 0.39 0.39 0.24 0.21 0.21 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 177 1235 349 1288 576 598 296 651
v/s Ratio Prot 0.09 0.22 c0.13 0.12
v/s Ratio Perm 0.05 0.02 c0.27 c0.17
v/c Ratio 0.14 0.24 0.05 0.56 0.70 0.73 0.64 0.59
Uniform Delay, d1 19.8 20.6 19.1 23.9 25.7 35.1 36.3 35.9 Progression Factor 1.00 1.00 1.17 0.95 1.65 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.4 0.2 1.4 5.8 4.9 5.0 1.7
Delay (s) 21.4 21.1 22.6 24.2 48.2 40.0 41.3 37.6
Level of Service C C C C D D D D
Approach Delay (s) 21.1 36.9 40.0 38.8
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 35.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 81.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 250 52 176 843 35 267 396 288 40 281 89 Future Volume (veh/h) 45 250 52 176 843 35 267 396 288 40 281 89 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 1660 1758 1758 1575 1772 1772 1550 1744 1744 1660 1758 1758 Adj Flow Rate, veh/h 46 258 54 181 869 36 275 408 297 41 290 92 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 3 3 2 2 2 4 4 4 3 3 3
Cap, veh/h 94 865 178 287 1162 48 373 825 513 100 456 142 Arrive On Green 0.06 0.31 0.31 0.10 0.35 0.35 0.13 0.25 0.25 0.06 0.18 0.18 Sat Flow, veh/h 1581 2758 568 2910 3294 136 2864 3313 1478 1581 2508 780 Grp Volume(v), veh/h 46 155 157 181 444 461 275 408 297 41 191 191 Grp Sat Flow(s),veh/h/ln1581 1670 1656 1455 1683 1747 1432 1657 1478 1581 1670 1617 Q Serve(g_s), s 1.9 4.8 5.0 4.1 16.0 16.0 6.4 7.3 11.3 1.7 7.3 7.5 Cycle Q Clear(g_c), s 1.9 4.8 5.0 4.1 16.0 16.0 6.4 7.3 11.3 1.7 7.3 7.5 Prop In Lane 1.00 0.34 1.00 0.08 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 94 524 519 287 594 616 373 825 513 100 304 294 V/C Ratio(X) 0.49 0.30 0.30 0.63 0.75 0.75 0.74 0.49 0.58 0.41 0.63 0.65 Avail Cap(c_a), veh/h 202 1060 1051 541 1166 1210 740 1718 912 202 647 627 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 31.4 17.9 17.9 29.8 19.6 19.6 28.8 22.2 18.4 31.0 26.0 26.1 Incr Delay (d2), s/veh 3.9 0.3 0.3 2.3 1.9 1.8 2.9 0.5 1.0 2.7 2.1 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 0.8 1.7 1.8 1.5 5.9 6.1 2.2 2.7 3.7 0.7 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3 18.2 18.3 32.1 21.5 21.4 31.7 22.6 19.4 33.7 28.2 28.5 LnGrp LOS D B B C C C C C B C C C
Approach Vol, veh/h 358 1086 980 423
Approach Delay, s/veh 20.4 23.3 24.2 28.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.0 26.9 13.2 17.8 8.3 29.6 8.5 22.4 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 13 43.7 * 18 26.7 * 8.8 47.7 * 8.8 35.7 Max Q Clear Time (g_c+I1), s6.1 7.0 8.4 9.5 3.9 18.0 3.7 13.3 Green Ext Time (p_c), s 0.3 1.9 0.7 2.1 0.0 6.3 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 27 391 45 58 1232 10 53 37 28 17 41 156 Future Volume (vph) 27 391 45 58 1232 10 53 37 28 17 41 156 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 0.88
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1568 3320 1485 1568 1635 1615 1586 Flt Permitted 0.16 1.00 1.00 0.51 1.00 1.00 0.38 1.00 0.71 1.00 Satd. Flow (perm) 261 3353 1500 836 3320 1485 627 1635 1209 1586 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) 29 420 48 62 1325 11 57 40 30 18 44 168 RTOR Reduction (vph) 0 0 16 0 0 4 0 25 0 0 60 0
Lane Group Flow (vph) 29 420 32 62 1325 7 57 45 0 18 152 0 Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 3% 3% 3% 0% 0% 0%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 65.7 65.7 65.7 65.7 65.7 65.7 15.3 15.3 15.3 15.3 Effective Green, g (s) 65.7 65.7 65.7 65.7 65.7 65.7 15.3 15.3 15.3 15.3 Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.66 0.66 0.15 0.15 0.15 0.15 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 171 2202 985 549 2181 975 95 250 184 242 v/s Ratio Prot 0.13 c0.40 0.03 c0.10
v/s Ratio Perm 0.11 0.02 0.07 0.00 0.09 0.01
v/c Ratio 0.17 0.19 0.03 0.11 0.61 0.01 0.60 0.18 0.10 0.63 Uniform Delay, d1 6.6 6.7 6.0 6.4 9.8 5.9 39.5 36.9 36.4 39.7 Progression Factor 1.23 1.13 10.29 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 0.2 0.1 0.4 1.3 0.0 9.8 0.3 0.2 5.0 Delay (s) 10.2 7.8 61.9 6.8 11.1 5.9 49.3 37.2 36.6 44.7 Level of Service B A E A B A D D D D
Approach Delay (s) 13.1 10.8 42.6 44.1
Approach LOS B B D D
Intersection Summary
HCM 2000 Control Delay 16.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 323 60 70 917 37 96 20 42 14 38 55 Future Volume (veh/h) 108 323 60 70 917 37 96 20 42 14 38 55 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 1620 1716 1716 1673 1772 1772 1673 1772 1772 1647 1744 1744 Adj Flow Rate, veh/h 110 330 61 71 936 38 98 20 43 14 39 56 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, % 6 6 6 2 2 2 2 2 2 4 4 4
Cap, veh/h 326 1037 189 521 1186 48 388 104 224 316 77 110 Arrive On Green 0.10 0.38 0.38 0.08 0.36 0.36 0.12 0.21 0.21 0.03 0.12 0.12 Sat Flow, veh/h 1543 2752 503 1594 3297 134 1594 501 1077 1569 647 929 Grp Volume(v), veh/h 110 194 197 71 478 496 98 0 63 14 0 95 Grp Sat Flow(s),veh/h/ln1543 1630 1625 1594 1683 1748 1594 0 1578 1569 0 1577 Q Serve(g_s), s 2.5 5.1 5.2 1.6 15.3 15.3 2.9 0.0 2.0 0.5 0.0 3.4 Cycle Q Clear(g_c), s 2.5 5.1 5.2 1.6 15.3 15.3 2.9 0.0 2.0 0.5 0.0 3.4 Prop In Lane 1.00 0.31 1.00 0.08 1.00 0.68 1.00 0.59
Lane Grp Cap(c), veh/h 326 614 612 521 606 629 388 0 328 316 0 187 V/C Ratio(X) 0.34 0.32 0.32 0.14 0.79 0.79 0.25 0.00 0.19 0.04 0.00 0.51 Avail Cap(c_a), veh/h 375 749 746 598 773 803 455 0 691 522 0 690 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.0 13.3 13.3 10.0 17.3 17.3 17.3 0.0 19.7 22.0 0.0 24.9 Incr Delay (d2), s/veh 0.6 0.3 0.3 0.1 4.3 4.1 0.3 0.0 0.3 0.1 0.0 2.1 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 0.8 1.7 1.7 0.5 5.8 6.0 1.0 0.0 0.7 0.2 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.6 13.6 13.6 10.2 21.5 21.4 17.6 0.0 20.0 22.0 0.0 27.0 LnGrp LOS B B B B C C B A B C A C
Approach Vol, veh/h 501 1045 161 109
Approach Delay, s/veh 13.4 20.7 18.5 26.4
Approach LOS B C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.1 28.0 11.5 11.8 10.1 27.0 6.1 17.1 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.6 7.2 4.9 5.4 4.5 17.3 2.5 4.0 Green Ext Time (p_c), s 0.0 2.2 0.1 0.5 0.1 4.4 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 17 8 196 36 308 33 1043 146 85 241 7 Future Volume (vph) 9 17 8 196 36 308 33 1043 146 85 241 7 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1722 1583 1765 1500 1568 3320 1485 1583 3339 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1722 1583 1765 1500 1568 3320 1485 1583 3339 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 9 18 8 206 38 324 35 1098 154 89 254 7
RTOR Reduction (vph) 0 8 0 0 0 236 0 0 55 0 1 0
Lane Group Flow (vph) 0 27 0 206 38 88 35 1098 99 89 260 0 Heavy Vehicles (%) 0% 0% 0% 2% 2% 2% 3% 3% 3% 2% 2% 2%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 5.6 20.9 20.9 32.5 5.4 61.0 61.0 11.6 67.2 Effective Green, g (s) 5.6 20.9 20.9 32.5 5.4 61.0 61.0 11.6 67.2 Actuated g/C Ratio 0.05 0.17 0.17 0.27 0.05 0.51 0.51 0.10 0.56 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 80 275 307 406 70 1687 754 153 1869
v/s Ratio Prot c0.02 c0.13 0.02 0.02 0.02 c0.33 c0.06 0.08 v/s Ratio Perm 0.04 0.07
v/c Ratio 0.34 0.75 0.12 0.22 0.50 0.65 0.13 0.58 0.14
Uniform Delay, d1 55.4 47.1 41.8 33.9 56.0 21.7 15.5 51.9 12.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.09 1.58 1.00 1.00 Incremental Delay, d2 2.6 10.6 0.2 0.2 3.2 1.5 0.3 4.6 0.2 Delay (s) 58.0 57.7 42.0 34.1 59.1 25.2 24.9 56.5 12.8
Level of Service E E D C E C C E B
Approach Delay (s) 58.0 43.2 26.1 23.9
Approach LOS E D C C
Intersection Summary
HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 71.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 164 199 198 898 503 161 656 234 86 334 29 Future Volume (veh/h) 74 164 199 198 898 503 161 656 234 86 334 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 1620 1716 1716 1673 1772 1772 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 78 173 209 208 945 529 169 691 246 91 352 31 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, % 6 6 6 2 2 2 3 3 3 3 3 3
Cap, veh/h 131 825 545 231 1055 602 192 1156 732 138 1042 465 Arrive On Green 0.08 0.25 0.25 0.15 0.31 0.31 0.12 0.35 0.35 0.17 0.62 0.62 Sat Flow, veh/h 1543 3260 1454 1594 3367 1502 1581 3340 1490 1581 3340 1490 Grp Volume(v), veh/h 78 173 209 208 945 529 169 691 246 91 352 31 Grp Sat Flow(s),veh/h/ln1543 1630 1454 1594 1683 1502 1581 1670 1490 1581 1670 1490 Q Serve(g_s), s 5.8 5.0 12.6 15.4 32.2 37.6 12.6 20.5 12.1 6.4 6.0 1.0 Cycle Q Clear(g_c), s 5.8 5.0 12.6 15.4 32.2 37.6 12.6 20.5 12.1 6.4 6.0 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 131 825 545 231 1055 602 192 1156 732 138 1042 465 V/C Ratio(X) 0.60 0.21 0.38 0.90 0.90 0.88 0.88 0.60 0.34 0.66 0.34 0.07 Avail Cap(c_a), veh/h 171 886 572 243 1055 602 202 1156 732 228 1042 465 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 Uniform Delay (d), s/veh 52.9 35.4 27.4 50.4 39.3 33.3 51.8 32.3 18.6 47.9 16.7 15.7 Incr Delay (d2), s/veh 3.1 0.2 0.6 31.1 10.3 14.4 31.5 2.3 1.2 3.6 0.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.0 4.4 8.1 14.5 16.2 6.6 8.4 4.3 2.5 2.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.1 35.5 28.0 81.6 49.6 47.7 83.3 34.6 19.8 51.5 17.5 16.0 LnGrp LOS E D C F D D F C B D B B
Approach Vol, veh/h 460 1682 1106 474
Approach Delay, s/veh 35.6 53.0 38.8 23.9
Approach LOS D D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.2 46.9 22.1 35.8 19.3 42.8 14.9 43.0 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 17 31.6 * 18 32.6 * 15 33.6 * 13 37.6 Max Q Clear Time (g_c+I1), s8.4 22.5 17.4 14.6 14.6 8.0 7.8 39.6 Green Ext Time (p_c), s 0.1 4.6 0.0 2.4 0.0 3.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 42.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 22 649 124 26 493 421 108 337 23 349 269 28 Future Volume (vph) 22 649 124 26 493 421 108 337 23 349 269 28 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1800 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 0.91 0.91 Frt 1.00 0.98 1.00 1.00 0.85 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.98
Satd. Flow (prot) 1583 3272 1599 3386 1515 3323 1455 3162 Flt Permitted 0.39 1.00 0.21 1.00 1.00 0.73 0.95 0.98
Satd. Flow (perm) 645 3272 349 3386 1515 2467 1455 3162 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 23 676 129 27 514 439 112 351 24 364 280 29 RTOR Reduction (vph) 0 14 0 0 0 284 0 4 0 0 5 0
Lane Group Flow (vph) 23 791 0 27 514 155 0 484 0 222 446 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Perm NA Perm NA Perm Perm NA Split NA
Protected Phases 4 4 3 2 2
Permitted Phases 4 4 4 3
Actuated Green, G (s) 35.3 35.3 35.3 35.3 35.3 25.1 22.9 22.9 Effective Green, g (s) 35.3 35.3 35.3 35.3 35.3 25.1 22.9 22.9 Actuated g/C Ratio 0.35 0.35 0.35 0.35 0.35 0.25 0.23 0.23 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.3 5.7 5.7
Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 227 1155 123 1195 534 619 333 724
v/s Ratio Prot c0.24 0.15 c0.15 0.14
v/s Ratio Perm 0.04 0.08 0.10 c0.20
v/c Ratio 0.10 0.69 0.22 0.43 0.29 0.78 0.67 0.62
Uniform Delay, d1 21.7 27.6 22.7 24.7 23.3 34.9 35.1 34.6 Progression Factor 1.00 1.00 1.14 1.01 2.15 1.00 1.00 1.00 Incremental Delay, d2 0.9 3.3 3.8 1.1 1.3 6.8 5.5 1.8
Delay (s) 22.6 30.9 29.8 26.1 51.4 41.7 40.5 36.4
Level of Service C C C C D D D D
Approach Delay (s) 30.7 37.5 41.7 37.8
Approach LOS C D D D
Intersection Summary
HCM 2000 Control Delay 36.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.7 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 134 748 65 257 671 57 154 405 412 84 276 65 Future Volume (veh/h) 134 748 65 257 671 57 154 405 412 84 276 65 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 1588 1786 1786 1588 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 138 771 67 265 692 59 159 418 425 87 285 67 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 170 962 84 347 1004 85 264 945 601 130 737 170 Arrive On Green 0.11 0.30 0.30 0.12 0.32 0.32 0.09 0.28 0.28 0.08 0.27 0.27 Sat Flow, veh/h 1606 3159 274 2933 3164 270 2933 3393 1514 1606 2736 633 Grp Volume(v), veh/h 138 414 424 265 371 380 159 418 425 87 175 177 Grp Sat Flow(s),veh/h/ln1606 1697 1737 1467 1697 1737 1467 1697 1514 1606 1697 1672 Q Serve(g_s), s 7.3 19.6 19.6 7.6 16.6 16.7 4.5 8.8 20.5 4.6 7.3 7.5 Cycle Q Clear(g_c), s 7.3 19.6 19.6 7.6 16.6 16.7 4.5 8.8 20.5 4.6 7.3 7.5 Prop In Lane 1.00 0.16 1.00 0.16 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 170 517 529 347 538 551 264 945 601 130 457 450 V/C Ratio(X) 0.81 0.80 0.80 0.76 0.69 0.69 0.60 0.44 0.71 0.67 0.38 0.39 Avail Cap(c_a), veh/h 347 773 791 734 832 852 364 1040 643 236 559 551 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 38.1 27.9 27.9 37.2 26.0 26.0 38.1 25.9 22.0 38.9 25.9 26.0 Incr Delay (d2), s/veh 9.0 3.7 3.6 3.5 1.6 1.6 2.2 0.3 3.3 5.9 0.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 8.0 8.2 2.8 6.6 6.8 1.7 3.5 7.5 2.0 3.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.1 31.5 31.5 40.7 27.6 27.6 40.4 26.2 25.4 44.8 26.5 26.6 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 976 1016 1002 439
Approach Delay, s/veh 33.7 31.0 28.1 30.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.5 31.8 12.0 28.8 13.4 32.9 11.2 29.6 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 * 4.2 5.3 Max Green Setting (Gmax), s* 22 39.7 * 11 28.7 * 19 42.7 * 13 26.7 Max Q Clear Time (g_c+I1), s9.6 21.6 6.5 9.5 9.3 18.7 6.6 22.5 Green Ext Time (p_c), s 0.7 4.9 0.2 2.0 0.2 4.7 0.1 1.7 Intersection Summary
HCM 6th Ctrl Delay 30.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 159 812 75 68 726 18 146 117 96 20 52 62 Future Volume (vph) 159 812 75 68 726 18 146 117 96 20 52 62 Ideal Flow (vphpl) 1700 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 1.00 0.92
Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1583 3353 1500 1599 3386 1515 1615 1679 1599 1637 Flt Permitted 0.31 1.00 1.00 0.28 1.00 1.00 0.66 1.00 0.41 1.00 Satd. Flow (perm) 523 3353 1500 464 3386 1515 1114 1679 698 1637 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 175 892 82 75 798 20 160 129 105 22 57 68 RTOR Reduction (vph) 0 0 32 0 0 8 0 36 0 0 53 0
Lane Group Flow (vph) 175 892 50 75 798 12 160 198 0 22 72 0 Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2 2 4 4
Permitted Phases 2 2 2 2 4 4
Actuated Green, G (s) 60.6 60.6 60.6 60.6 60.6 60.6 20.4 20.4 20.4 20.4 Effective Green, g (s) 60.6 60.6 60.6 60.6 60.6 60.6 20.4 20.4 20.4 20.4 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.61 0.61 0.20 0.20 0.20 0.20 Clearance Time (s) 5.7 5.7 5.7 5.7 5.7 5.7 5.3 5.3 5.3 5.3 Vehicle Extension (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 316 2031 909 281 2051 918 227 342 142 333 v/s Ratio Prot 0.27 0.24 0.12 0.04
v/s Ratio Perm c0.33 0.03 0.16 0.01 c0.14 0.03
v/c Ratio 0.55 0.44 0.05 0.27 0.39 0.01 0.70 0.58 0.15 0.22 Uniform Delay, d1 11.7 10.6 8.0 9.3 10.2 7.8 37.0 35.9 32.7 33.2 Progression Factor 1.09 1.04 2.04 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.7 0.6 0.1 2.3 0.6 0.0 9.5 2.4 0.5 0.3 Delay (s) 18.4 11.5 16.5 11.6 10.7 7.9 46.5 38.3 33.2 33.5 Level of Service B B B B B A D D C C
Approach Delay (s) 13.0 10.7 41.7 33.4
Approach LOS B B D C
Intersection Summary
HCM 2000 Control Delay 17.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 129 971 87 56 643 76 74 36 64 174 40 175 Future Volume (veh/h) 129 971 87 56 643 76 74 36 64 174 40 175 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 1673 1772 1772 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 137 1033 93 60 684 81 79 38 68 185 43 186 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, % 1 1 1 2 2 2 1 1 1 1 1 1
Cap, veh/h 365 1184 107 250 1064 126 318 92 164 433 54 234 Arrive On Green 0.09 0.38 0.38 0.07 0.35 0.35 0.10 0.16 0.16 0.13 0.19 0.19 Sat Flow, veh/h 1606 3148 283 1594 3032 359 1606 574 1027 1606 293 1266 Grp Volume(v), veh/h 137 557 569 60 379 386 79 0 106 185 0 229 Grp Sat Flow(s),veh/h/ln1606 1697 1735 1594 1683 1707 1606 0 1601 1606 0 1558 Q Serve(g_s), s 3.5 20.9 20.9 1.6 12.9 13.0 2.6 0.0 4.1 6.4 0.0 9.6 Cycle Q Clear(g_c), s 3.5 20.9 20.9 1.6 12.9 13.0 2.6 0.0 4.1 6.4 0.0 9.6 Prop In Lane 1.00 0.16 1.00 0.21 1.00 0.64 1.00 0.81
Lane Grp Cap(c), veh/h 365 638 652 250 591 599 318 0 256 433 0 288 V/C Ratio(X) 0.38 0.87 0.87 0.24 0.64 0.64 0.25 0.00 0.41 0.43 0.00 0.79 Avail Cap(c_a), veh/h 396 686 702 320 681 691 384 0 617 458 0 601 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 13.1 19.8 19.9 15.0 18.6 18.6 20.1 0.0 25.9 19.8 0.0 26.7 Incr Delay (d2), s/veh 0.6 11.3 11.2 0.5 1.7 1.7 0.4 0.0 1.1 0.7 0.0 4.9 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 1.2 9.3 9.5 0.5 4.8 4.9 1.0 0.0 1.6 2.3 0.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.7 31.2 31.0 15.5 20.3 20.3 20.5 0.0 27.0 20.5 0.0 31.6 LnGrp LOS B C C B C C C A C C A C
Approach Vol, veh/h 1263 825 185 414
Approach Delay, s/veh 29.2 19.9 24.2 26.6
Approach LOS C B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 31.0 11.2 17.3 10.7 29.3 12.9 15.5 Change Period (Y+Rc), s * 4.2 5.3 * 4.2 4.6 * 4.2 5.3 * 4.2 4.6 Max Green Setting (Gmax), s* 7.8 27.7 * 9.8 26.4 * 7.8 27.7 * 9.8 26.4 Max Q Clear Time (g_c+I1), s3.6 22.9 4.6 11.6 5.5 15.0 8.4 6.1 Green Ext Time (p_c), s 0.0 2.9 0.1 1.2 0.1 3.8 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM Signalized Intersection Capacity Analysis Iteris, Inc. 5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 29 99 34 98 62 214 48 633 171 270 570 33 Future Volume (vph) 29 99 34 98 62 214 48 633 171 270 570 33 Ideal Flow (vphpl) 1800 1800 1800 1700 1800 1800 1700 1800 1800 1700 1800 1800 Total Lost time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99
Flt Protected 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1733 1599 1782 1515 1615 3420 1530 1599 3358 Flt Permitted 0.99 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1733 1599 1782 1515 1615 3420 1530 1599 3358 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 31 104 36 103 65 225 51 666 180 284 600 35 RTOR Reduction (vph) 0 9 0 0 0 128 0 0 97 0 2 0
Lane Group Flow (vph) 0 162 0 103 65 97 51 666 83 284 633 0 Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA Split NA pm+ov Prot NA Perm Prot NA
Protected Phases 4 4 8 8 5 1 6 5 2
Permitted Phases 8 6
Actuated Green, G (s) 16.5 13.1 13.1 51.7 7.7 30.9 30.9 38.6 61.8 Effective Green, g (s) 16.5 13.1 13.1 51.7 7.7 30.9 30.9 38.6 61.8 Actuated g/C Ratio 0.14 0.11 0.11 0.43 0.06 0.26 0.26 0.32 0.51 Clearance Time (s) 5.3 5.3 5.3 4.6 4.6 5.7 5.7 4.6 5.7
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5 4.5 4.5 2.5 4.5 Lane Grp Cap (vph) 238 174 194 652 103 880 393 514 1729 v/s Ratio Prot c0.09 c0.06 0.04 0.05 0.03 c0.19 c0.18 0.19 v/s Ratio Perm 0.02 0.05
v/c Ratio 0.68 0.59 0.34 0.15 0.50 0.76 0.21 0.55 0.37
Uniform Delay, d1 49.3 50.9 49.4 20.8 54.3 41.1 35.0 33.6 17.4 Progression Factor 1.00 1.00 1.00 1.00 0.86 1.32 2.09 1.00 1.00 Incremental Delay, d2 7.8 5.3 1.0 0.1 2.5 5.5 1.1 1.0 0.6 Delay (s) 57.1 56.2 50.4 20.8 49.1 59.6 74.2 34.6 18.0
Level of Service E E D C D E E C B
Approach Delay (s) 57.1 35.0 62.0 23.1
Approach LOS E D E C
Intersection Summary
HCM 2000 Control Delay 42.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.9 Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 114 710 321 207 544 315 171 421 317 326 467 28 Future Volume (veh/h) 114 710 321 207 544 315 171 421 317 326 467 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 1700 1800 1800 1687 1786 1786 1687 1786 1786 Adj Flow Rate, veh/h 119 740 334 216 567 328 178 439 330 340 486 29 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, % 2 2 2 0 0 0 1 1 1 1 1 1
Cap, veh/h 143 859 572 193 972 704 202 950 604 285 1126 502 Arrive On Green 0.09 0.26 0.26 0.12 0.28 0.28 0.13 0.28 0.28 0.35 0.66 0.66 Sat Flow, veh/h 1594 3367 1502 1619 3420 1525 1606 3393 1514 1606 3393 1514 Grp Volume(v), veh/h 119 740 334 216 567 328 178 439 330 340 486 29 Grp Sat Flow(s),veh/h/ln1594 1683 1502 1619 1710 1525 1606 1697 1514 1606 1697 1514 Q Serve(g_s), s 8.8 25.2 21.3 14.3 17.1 17.7 13.1 12.8 20.1 21.3 8.1 0.8 Cycle Q Clear(g_c), s 8.8 25.2 21.3 14.3 17.1 17.7 13.1 12.8 20.1 21.3 8.1 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 859 572 193 972 704 202 950 604 285 1126 502 V/C Ratio(X) 0.83 0.86 0.58 1.12 0.58 0.47 0.88 0.46 0.55 1.19 0.43 0.06 Avail Cap(c_a), veh/h 177 915 597 193 972 704 218 950 604 285 1126 502 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), s/veh 53.7 42.7 29.6 52.8 36.8 22.1 51.6 35.7 27.7 38.7 14.8 13.6 Incr Delay (d2), s/veh 14.3 5.4 1.0 100.5 1.1 0.7 29.6 1.6 3.5 114.2 1.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 10.9 7.7 11.1 7.2 6.3 6.8 5.4 7.7 15.8 2.7 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.0 48.1 30.6 153.4 37.9 22.8 81.1 37.3 31.2 152.9 16.0 13.8 LnGrp LOS E D C F D C F D C F B B
Approach Vol, veh/h 1193 1111 947 855
Approach Delay, s/veh 45.2 55.9 43.4 70.3
Approach LOS D E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s26.0 39.0 19.0 36.0 19.8 45.2 15.5 39.5 Change Period (Y+Rc), s * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 * 4.7 5.4 Max Green Setting (Gmax), s* 21 31.6 * 14 32.6 * 16 36.6 * 13 33.6 Max Q Clear Time (g_c+I1), s23.3 22.1 16.3 27.2 15.1 10.1 10.8 19.7 Green Ext Time (p_c), s 0.0 3.7 0.0 3.4 0.0 4.8 0.0 5.7 Intersection Summary
HCM 6th Ctrl Delay 52.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Rosemead Family Apartments
CEQA Evaluation
Final Report

Iteris, Inc. | 53

APPENDIX C – QUEUING CALCULATION SHEETS

Queues Iteris, Inc.
1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 24 321 17 709 811 443 190 389
v/c Ratio 0.13 0.25 0.05 0.55 0.82 0.73 0.64 0.59
Control Delay 28.4 20.3 30.3 27.0 16.2 41.7 45.5 38.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.4 20.3 30.3 27.0 16.2 41.7 45.5 38.2
Queue Length 50th (ft) 10 58 5 115 41 136 123 122
Queue Length 95th (ft) 36 115 m16 #320 #377 175 184 156 Internal Link Dist (ft) 624 670 544 835
Turn Bay Length (ft) 60 100 150 125
Base Capacity (vph) 180 1267 350 1288 988 775 407 900
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.25 0.05 0.55 0.82 0.57 0.47 0.43 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 46 310 178 899 275 408 296 41 382 v/c Ratio 0.30 0.34 0.48 0.70 0.59 0.38 0.32 0.25 0.61
Control Delay 49.8 23.3 44.5 27.1 42.3 27.7 3.3 48.5 36.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.8 23.3 44.5 27.1 42.3 27.7 3.3 48.5 36.1 Queue Length 50th (ft) 25 62 48 229 75 104 0 22 97
Queue Length 95th (ft) 72 113 103 357 145 178 50 67 174 Internal Link Dist (ft) 753 311 722 535
Turn Bay Length (ft) 100 150 325 175 75
Base Capacity (vph) 174 1795 467 2010 637 1483 952 174 1101 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.26 0.17 0.38 0.45 0.43 0.28 0.31 0.24 0.35 Intersection Summary
Queues Iteris, Inc.
3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 26 412 39 62 1323 11 54 70 18 211 v/c Ratio 0.15 0.19 0.04 0.11 0.61 0.01 0.57 0.26 0.10 0.70 Control Delay 13.2 8.6 3.3 8.6 12.2 0.0 60.2 23.9 34.2 37.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.2 8.6 3.3 8.6 12.2 0.0 60.2 23.9 34.2 37.8 Queue Length 50th (ft) 9 79 2 13 221 0 33 23 10 85
Queue Length 95th (ft) m22 105 m12 38 371 0 68 57 28 148 Internal Link Dist (ft) 644 735 636 385
Turn Bay Length (ft) 100 75 100 100 120 100
Base Capacity (vph) 172 2206 1018 554 2185 1008 192 523 371 536 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 0.15 0.19 0.04 0.11 0.61 0.01 0.28 0.13 0.05 0.39 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 107 391 71 974 98 63 14 86
v/c Ratio 0.31 0.24 0.12 0.58 0.30 0.16 0.04 0.30
Control Delay 10.5 14.3 8.2 19.4 22.0 12.5 17.2 18.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.5 14.3 8.2 19.4 22.0 12.5 17.2 18.9
Queue Length 50th (ft) 20 56 13 190 31 6 4 16
Queue Length 95th (ft) 45 95 32 276 65 40 16 55
Internal Link Dist (ft) 394 1810 563 1106
Turn Bay Length (ft) 100 80 200
Base Capacity (vph) 346 1620 596 1686 339 734 385 738
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.31 0.24 0.12 0.58 0.29 0.09 0.04 0.12 Intersection Summary
Queues Iteris, Inc.
5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 35 206 38 324 35 1096 154 89 252
v/c Ratio 0.25 0.75 0.12 0.47 0.33 0.63 0.18 0.58 0.13
Control Delay 47.4 63.3 40.1 4.9 59.5 27.2 12.0 66.1 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.4 63.3 40.1 4.9 59.5 27.2 12.0 66.1 14.9 Queue Length 50th (ft) 20 153 25 0 26 290 15 67 51
Queue Length 95th (ft) 53 222 53 54 m44 #473 80 118 92
Internal Link Dist (ft) 152 621 485 999
Turn Bay Length (ft) 150 120 140 300
Base Capacity (vph) 403 404 451 718 175 1745 833 185 1980 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.51 0.08 0.45 0.20 0.63 0.18 0.48 0.13 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 78 173 209 208 945 527 169 689 246 87 346 31 v/c Ratio 0.52 0.22 0.29 0.87 0.88 0.67 0.87 0.62 0.27 0.53 0.33 0.05 Control Delay 64.1 36.1 4.0 82.4 49.9 21.5 88.9 38.4 3.0 49.8 41.0 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.1 36.1 4.0 82.4 49.9 21.5 88.9 38.4 3.0 49.8 41.0 1.6 Queue Length 50th (ft) 59 54 1 156 347 213 130 249 0 69 133 0 Queue Length 95th (ft) 110 85 45 #295 #487 334 #253 331 44 81 181 m4 Internal Link Dist (ft) 1810 798 864 485
Turn Bay Length (ft) 220 220 200 200 240 220
Base Capacity (vph) 168 876 718 249 1085 836 202 1111 911 226 1061 576 Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.20 0.29 0.84 0.87 0.63 0.84 0.62 0.27 0.38 0.33 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 23 798 27 509 435 488 218 448
v/c Ratio 0.10 0.68 0.21 0.42 0.53 0.78 0.66 0.62
Control Delay 28.7 32.9 36.3 27.5 8.8 43.7 44.1 37.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.7 32.9 36.3 27.5 8.8 43.7 44.1 37.3
Queue Length 50th (ft) 10 224 9 102 11 148 139 139
Queue Length 95th (ft) 34 #392 39 198 116 202 205 174
Internal Link Dist (ft) 624 670 544 835
Turn Bay Length (ft) 60 100 150 125
Base Capacity (vph) 231 1173 127 1200 818 713 440 963
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.68 0.21 0.42 0.53 0.68 0.50 0.47 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 138 831 263 747 159 418 421 87 352 v/c Ratio 0.59 0.77 0.57 0.67 0.50 0.55 0.57 0.47 0.54
Control Delay 51.2 34.3 43.5 30.2 48.9 38.0 18.8 52.6 35.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.2 34.3 43.5 30.2 48.9 38.0 18.8 52.6 35.6 Queue Length 50th (ft) 74 218 72 189 44 117 132 47 90
Queue Length 95th (ft) 166 365 137 310 97 205 271 118 161 Internal Link Dist (ft) 753 311 722 535
Turn Bay Length (ft) 100 150 325 175 75
Base Capacity (vph) 343 1521 727 1635 360 1032 866 233 1092 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.40 0.55 0.36 0.46 0.44 0.41 0.49 0.37 0.32 Intersection Summary
Queues Iteris, Inc.
3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 173 887 76 75 788 20 148 234 22 121 v/c Ratio 0.53 0.43 0.08 0.26 0.38 0.02 0.68 0.65 0.17 0.33 Control Delay 21.7 12.2 4.4 14.2 11.3 0.1 52.0 37.1 33.0 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.7 12.2 4.4 14.2 11.3 0.1 52.0 37.1 33.0 18.6 Queue Length 50th (ft) 47 124 5 20 120 0 89 112 12 32
Queue Length 95th (ft) m109 192 m16 61 207 0 138 169 30 72 Internal Link Dist (ft) 644 735 636 385
Turn Bay Length (ft) 100 75 100 100 120 100
Base Capacity (vph) 328 2068 960 291 2088 969 390 611 232 609 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 0.53 0.43 0.08 0.26 0.38 0.02 0.38 0.38 0.09 0.20 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 126 1126 60 765 79 106 185 223
v/c Ratio 0.35 0.76 0.22 0.58 0.23 0.35 0.53 0.55
Control Delay 11.6 23.4 10.5 19.8 18.6 16.6 24.3 13.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 23.4 10.5 19.8 18.6 16.6 24.3 13.9
Queue Length 50th (ft) 25 233 11 138 25 15 62 17
Queue Length 95th (ft) 57 #406 31 217 53 57 112 79
Internal Link Dist (ft) 394 1810 563 1106
Turn Bay Length (ft) 100 80 200
Base Capacity (vph) 365 1476 284 1431 360 702 349 750
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.76 0.21 0.53 0.22 0.15 0.53 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 171 103 65 225 51 657 180 284 630 v/c Ratio 0.69 0.59 0.34 0.27 0.42 0.75 0.37 0.55 0.36
Control Delay 60.5 63.9 52.7 3.4 54.3 59.8 26.2 41.2 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.5 63.9 52.7 3.4 54.3 59.8 26.2 41.2 20.1 Queue Length 50th (ft) 121 77 47 0 40 220 28 191 149
Queue Length 95th (ft) 186 130 89 44 m77 #310 104 301 247 Internal Link Dist (ft) 152 621 485 999
Turn Bay Length (ft) 150 120 140 300
Base Capacity (vph) 407 409 455 838 180 895 498 515 1758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.42 0.25 0.14 0.27 0.28 0.73 0.36 0.55 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) Baseline
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 119 740 334 216 567 321 178 436 330 338 483 29 v/c Ratio 0.64 0.85 0.46 0.68 0.49 0.34 0.86 0.71 0.47 1.09 0.58 0.06 Control Delay 65.6 53.0 16.4 57.5 34.2 8.1 85.5 52.6 18.7 115.6 33.6 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.6 53.0 16.4 57.5 34.2 8.1 85.5 52.6 18.7 115.6 33.6 1.4 Queue Length 50th (ft) 89 282 105 155 176 53 136 168 119 ~320 185 1 Queue Length 95th (ft) 149 358 185 #304 260 130 #257 213 202 #483 232 m6 Internal Link Dist (ft) 1810 798 864 485
Turn Bay Length (ft) 220 220 200 200 240 220
Base Capacity (vph) 197 910 728 318 1152 952 218 891 703 311 1032 536 Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.81 0.46 0.68 0.49 0.34 0.82 0.49 0.47 1.09 0.47 0.05 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Queues Iteris, Inc.
1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 24 323 17 715 816 443 189 392
v/c Ratio 0.14 0.25 0.05 0.56 0.83 0.73 0.64 0.60
Control Delay 28.5 20.4 30.2 27.2 16.7 41.8 45.3 38.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.5 20.4 30.2 27.2 16.7 41.8 45.3 38.3
Queue Length 50th (ft) 10 58 5 120 42 136 123 123
Queue Length 95th (ft) 37 116 m16 #323 #387 175 184 156 Internal Link Dist (ft) 624 670 544 835
Turn Bay Length (ft) 60 100 150 125
Base Capacity (vph) 177 1268 349 1288 988 773 407 900
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.25 0.05 0.56 0.83 0.57 0.46 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 46 312 181 905 275 408 297 41 382 v/c Ratio 0.30 0.34 0.49 0.70 0.59 0.38 0.33 0.25 0.61
Control Delay 49.9 23.3 44.7 27.1 42.5 27.7 3.3 48.7 36.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.9 23.3 44.7 27.1 42.5 27.7 3.3 48.7 36.2 Queue Length 50th (ft) 25 63 50 232 75 104 0 22 97
Queue Length 95th (ft) 73 114 105 360 146 179 50 67 175 Internal Link Dist (ft) 753 311 722 535
Turn Bay Length (ft) 100 150 325 175 75
Base Capacity (vph) 174 1791 466 2005 636 1479 952 174 1099 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.26 0.17 0.39 0.45 0.43 0.28 0.31 0.24 0.35 Intersection Summary
Queues Iteris, Inc.
3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 29 420 48 62 1325 11 57 70 18 212 v/c Ratio 0.17 0.19 0.05 0.11 0.61 0.01 0.60 0.25 0.10 0.70 Control Delay 13.7 8.7 3.9 8.7 12.3 0.0 62.7 23.8 34.1 38.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.7 8.7 3.9 8.7 12.3 0.0 62.7 23.8 34.1 38.1 Queue Length 50th (ft) 10 80 4 13 223 0 35 23 10 86
Queue Length 95th (ft) m26 107 m15 38 373 0 72 57 28 149 Internal Link Dist (ft) 644 735 636 385
Turn Bay Length (ft) 100 75 100 100 120 100
Base Capacity (vph) 172 2203 1016 548 2182 1007 192 523 371 536 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 0.17 0.19 0.05 0.11 0.61 0.01 0.30 0.13 0.05 0.40 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 110 391 71 974 98 63 14 95
v/c Ratio 0.32 0.24 0.12 0.58 0.30 0.16 0.04 0.32
Control Delay 10.7 14.3 8.3 19.5 21.9 12.5 17.2 18.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 10.7 14.3 8.3 19.5 21.9 12.5 17.2 18.0
Queue Length 50th (ft) 21 56 13 190 31 6 4 16
Queue Length 95th (ft) 46 95 32 278 65 40 16 56
Internal Link Dist (ft) 394 1810 563 1106
Turn Bay Length (ft) 100 80 200
Base Capacity (vph) 346 1619 596 1685 339 733 385 738
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.32 0.24 0.12 0.58 0.29 0.09 0.04 0.13 Intersection Summary
Queues Iteris, Inc.
5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 35 206 38 324 35 1098 154 89 261
v/c Ratio 0.25 0.75 0.12 0.47 0.33 0.63 0.18 0.58 0.13
Control Delay 47.4 63.3 40.1 4.9 59.2 27.5 12.3 66.1 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.4 63.3 40.1 4.9 59.2 27.5 12.3 66.1 14.9 Queue Length 50th (ft) 20 153 25 0 26 294 15 67 53
Queue Length 95th (ft) 53 222 53 54 m44 #479 82 118 95
Internal Link Dist (ft) 152 621 485 999
Turn Bay Length (ft) 150 120 140 300
Base Capacity (vph) 403 404 451 718 175 1745 833 185 1980 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.09 0.51 0.08 0.45 0.20 0.63 0.18 0.48 0.13 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: AM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 78 173 209 208 945 529 169 691 246 91 352 31 v/c Ratio 0.52 0.22 0.29 0.87 0.89 0.67 0.87 0.62 0.27 0.54 0.34 0.05 Control Delay 64.1 36.1 4.2 82.8 50.0 21.4 88.9 38.7 3.0 50.2 40.6 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.1 36.1 4.2 82.8 50.0 21.4 88.9 38.7 3.0 50.2 40.6 1.5 Queue Length 50th (ft) 59 54 3 156 348 214 130 250 0 72 135 0 Queue Length 95th (ft) 110 85 47 #295 #487 333 #253 334 44 82 183 m4 Internal Link Dist (ft) 1810 798 864 485
Turn Bay Length (ft) 220 220 200 200 240 220
Base Capacity (vph) 168 876 716 248 1084 836 202 1107 909 226 1061 576 Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.20 0.29 0.84 0.87 0.63 0.84 0.62 0.27 0.40 0.33 0.05 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
1: Sierra Madre Villa Ave & Orange Grove Blvd/Rosemead BlvdRosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 23 805 27 514 439 488 222 451
v/c Ratio 0.10 0.69 0.22 0.43 0.54 0.78 0.67 0.62
Control Delay 28.9 33.3 38.6 28.8 9.5 43.7 44.4 37.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.9 33.3 38.6 28.8 9.5 43.7 44.4 37.2
Queue Length 50th (ft) 10 227 9 103 11 148 141 140
Queue Length 95th (ft) 34 #397 m41 208 128 202 208 175
Internal Link Dist (ft) 624 670 544 835
Turn Bay Length (ft) 60 100 150 125
Base Capacity (vph) 227 1167 123 1194 818 712 440 963
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.69 0.22 0.43 0.54 0.69 0.50 0.47 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
2: Sierra Madre Villa Ave & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 138 838 265 751 159 418 425 87 352 v/c Ratio 0.59 0.77 0.57 0.67 0.50 0.55 0.58 0.47 0.54
Control Delay 51.5 34.5 43.6 30.2 49.1 38.1 19.2 52.8 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.5 34.5 43.6 30.2 49.1 38.1 19.2 52.8 35.7 Queue Length 50th (ft) 75 222 73 191 44 117 136 47 91
Queue Length 95th (ft) 167 370 138 312 97 205 277 119 161 Internal Link Dist (ft) 753 311 722 535
Turn Bay Length (ft) 100 150 325 175 75
Base Capacity (vph) 342 1515 724 1629 358 1028 863 233 1088 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.40 0.55 0.37 0.46 0.44 0.41 0.49 0.37 0.32 Intersection Summary
Queues Iteris, Inc.
3: Halstead St/Greenhill Rd & Rosemead Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 175 892 82 75 798 20 160 234 22 125 v/c Ratio 0.55 0.44 0.09 0.27 0.39 0.02 0.70 0.62 0.15 0.32 Control Delay 23.4 12.9 5.0 15.1 12.0 0.1 52.3 35.0 31.4 17.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.4 12.9 5.0 15.1 12.0 0.1 52.3 35.0 31.4 17.5 Queue Length 50th (ft) 48 126 5 21 126 0 96 110 12 31
Queue Length 95th (ft) m110 195 m19 63 216 0 147 165 29 71 Internal Link Dist (ft) 644 735 636 385
Turn Bay Length (ft) 100 75 100 100 120 100
Base Capacity (vph) 317 2033 945 282 2053 954 386 611 242 610 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 0.55 0.44 0.09 0.27 0.39 0.02 0.41 0.38 0.09 0.20 Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues Iteris, Inc.
4: Halstead St & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 137 1126 60 765 79 106 185 229
v/c Ratio 0.38 0.76 0.22 0.58 0.23 0.35 0.53 0.56
Control Delay 12.1 23.4 10.6 19.9 18.6 16.5 24.2 13.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.1 23.4 10.6 19.9 18.6 16.5 24.2 13.8
Queue Length 50th (ft) 27 233 11 138 25 15 62 17
Queue Length 95th (ft) 62 #408 31 218 53 57 112 79
Internal Link Dist (ft) 394 1810 563 1106
Turn Bay Length (ft) 100 80 200
Base Capacity (vph) 365 1475 284 1430 356 701 349 752
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.38 0.76 0.21 0.53 0.22 0.15 0.53 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Iteris, Inc.
5: Rosemead Blvd & Hastings Ranch Dr Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 171 103 65 225 51 666 180 284 635 v/c Ratio 0.69 0.59 0.34 0.27 0.42 0.76 0.37 0.55 0.36
Control Delay 60.5 63.9 52.7 3.4 54.5 59.7 26.3 41.2 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.5 63.9 52.7 3.4 54.5 59.7 26.3 41.2 20.1 Queue Length 50th (ft) 121 77 47 0 40 224 28 191 151
Queue Length 95th (ft) 186 130 89 44 m77 #318 105 301 250 Internal Link Dist (ft) 152 621 485 999
Turn Bay Length (ft) 150 120 140 300
Base Capacity (vph) 407 409 455 837 180 895 497 514 1758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.42 0.25 0.14 0.27 0.28 0.74 0.36 0.55 0.36 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

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

Queues Iteris, Inc.
6: Rosemead Blvd & Foothill Blvd Rosemead Family Apartments Timing Plan: PM Peak Hour Synchro 11 Report
Future (2028) with Project
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 119 740 334 216 567 328 178 439 330 340 486 29 v/c Ratio 0.64 0.85 0.46 0.68 0.49 0.34 0.86 0.71 0.47 1.10 0.58 0.06 Control Delay 65.6 53.0 16.5 57.7 34.2 8.4 85.5 52.6 18.7 118.0 33.5 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.6 53.0 16.5 57.7 34.2 8.4 85.5 52.6 18.7 118.0 33.5 1.3 Queue Length 50th (ft) 89 282 106 156 177 57 136 170 119 ~323 187 0 Queue Length 95th (ft) 149 358 186 #305 260 136 #257 214 202 #486 233 m5 Internal Link Dist (ft) 1810 798 864 485
Turn Bay Length (ft) 220 220 200 200 240 220
Base Capacity (vph) 197 910 728 317 1151 951 218 891 703 310 1032 536 Starvation Cap Reductn 0 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 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.81 0.46 0.68 0.49 0.34 0.82 0.49 0.47 1.10 0.47 0.05 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

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

Rosemead Family Apartments
Local Mobility Analysis
Final Report

Iteris, Inc. | 54

1700 Carnegie Avenue, Suite 100
Santa Ana, CA 92705

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