AR 10 Attachment J - Local Mobility Analysis — Pasadena City Council, March 2, 2026

1364 E. Green
Street
Final Local Mobility Analysis Report
Prepared for:

City of Pasadena
Submitted on:

December 4, 2025

ATTACHMENT J

2 Table of Contents

1. Introduction ................................................................................................................................ 4

1.1 Project Description .............................................................................................................................................. 4

2. Existing Transportation Network ............................................................................................. 6

2.1 Existing Street System ....................................................................................................................................... 6

2.2 Existing Transit Service .................................................................................................................................... 8

3. Proposed Project Traffic ........................................................................................................... 9

4. Intersection Operational Analysis ............................................................................................ 11

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

4.1.1 Intersection Thresholds of Significance / Caps ............................................................................... 12

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

4.2.1 Existing Traffic Volumes ........................................................................................................................ 12

4.3 Intersection Level of Service Analysis ......................................................................................................... 15

4.3.1 Existing Conditions ................................................................................................................................. 15

4.3.2 Existing Plus Project Conditions ........................................................................................................ 16

4.3.3 Future Baseline Conditions ................................................................................................................. 21

4.3.4 Future with Project Conditions .........................................................................................................23

4.4 Off-Site Queuing Analysis ............................................................................................................................ 25

5. Active Transportation Assessment ....................................................................................... 27

5.1 Existing Pedestrian Infrastructure .................................................................................................................29

5.2 Existing Bicycle Facilities...............................................................................................................................29

5.3 Existing Transit Amenities ............................................................................................................................ 30

5.4 Intersections ..................................................................................................................................................... 30

5.5 Assessment ......................................................................................................................................................... 31

6. Conclusions ............................................................................................................................. 32

Appendices

Appendix A. Traffic Count Data
Appendix B. LOS Calculation Sheets
Appendix C. Queuing Calculation Sheets

3 List of Figures

Figure 1. Project Site Plan ............................................................................................................................................... 5 Figure 2. Roadway Classifications ............................................................................................................................... 7 Figure 3. Project Location and Study Intersections ............................................................................................... 13 Figure 4. Peak Hour Traffic Volumes and Lane Configurations – Existing Conditions (2025) ............... 14 Figure 5. Project Trip Distribution .............................................................................................................................. 17 Figure 6. Peak Hour Traffic Volumes and Lane Configurations – Project-Generated Trips ..................... 18 Figure 7. Peak Hour Traffic Volumes and Lane Configurations – Existing Plus Project Conditions (2025) ........................................................................................................................................................ 20 Figure 8. Peak Hour Traffic Volumes and Lane Configurations - Future Baseline Conditions (2027) ......................................................................................................................................................... 22 Figure 9. Peak Hour Traffic Volumes and Lane Configurations – Future Plus Project Conditions (2027) ......................................................................................................................................................... 24 Figure 10. Active Transportation Inventory ............................................................................................................. 28 Figure 11. Holliston Avenue Sidewalk Along Project Frontage ........................................................................... 29 Figure 12. Green Street Sidewalk Along Project Frontage ................................................................................. 29 Figure 13. Green Street/Holliston Avenue Intersection ....................................................................................... 30

List of Tables

Table 1. Existing Transit Service Stop Locations ...................................................................................................... 8

Table 2. Project Trip Generation Estimates ............................................................................................................ 10 Table 3. Intersection Level of Service Definitions - HCM Methodology........................................................... 11 Table 4. Intersection Level of Service Significance Thresholds / Caps ...........................................................12 Table 5. Existing Conditions (2025) Intersection Peak Hour Level of Service .............................................. 16 Table 6. Existing Plus Project Conditions (2025) Intersection Peak Hour Level of Service ...................... 19 Table 7. Future Baseline Conditions (2027) Intersection Peak Hour Level of Service ................................21 Table 8. Future Plus Project Conditions (2027) Intersection Peak Hour Level of Service ....................... 23 Table 9. Off-Site Queuing Analysis Summary........................................................................................................ 26 Table 10. Active Transportation Impact Assessment ............................................................................................. 31

4 1. Introduction
This report summarizes the results of a transportation analysis for the proposed Research and Development building located at 1364 E. Green Street (Project) in the City of Pasadena and provides detailed information on the existing and future transportation conditions in the vicinity of the project site. Seven (7) existing intersections 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 has been prepared based on requirements within the City of Pasadena Transportation Impact Analysis Guidelines (April 2022).

1.1 Project Description
The Project site is located at 1364 E. Green Street and is currently improved with 115 stalls of existing surface parking spanning all 3 parcels. The proposed project will be a 4-story Research and Development building, with Lab/Office spaces on the ground level, a terrace on the top occupiable floor, along with 3 subterranean levels of parking. Vehicle access to the parking garage will be provided via an inbound driveway on Holliston Avenue, on the west side of the site, and an outbound driveway on Green Street, on the north side of the site. The main pedestrian access to the building will be located along Green Street. Figure 1 shows the project site plan. 
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Pedestrian
Vehicular | Tenant / Visitor
Vehicular | Service
Fire Access
Common Use
LEGEND
Project Site Plan
FIGURE 1

6 2. Existing Transportation Network
This section describes the roadway system and transit service in the vicinity of the Project . The existing configurations of the transportation network within the study area are described below.

2.1 Existing Street System
Colorado Boulevard, oriented in an east-west direction, is designated as a City Connector. The roadway consists of two lanes in each direction with a painted median within the study area. The roadway has a posted speed limit of 30 mph and on-street parking is provided.

Green Street, oriented in an east-west direction, is designated as a City Connector. The roadway is a one-way street in the eastbound direction that consists of three lanes. The roadway has a posted speed limit of 30 mph and on-street parking is provided.

Cordova Street, oriented in an east-west direction, is designated as a Neighborhood Connector. The roadway consists of one lane in each direction with a center two-way left-turn lane and a Class II bicycle lane. The roadway has a posted speed limit of 35 mph and on-street parking is provided.

Del Mar Boulevard, oriented in an east-west direction, is designated as a City Connector. The roadway consists of two lanes in each direction. The roadway has a posted speed limit of 35 mph and on-street parking is provided.

Wilson Avenue, oriented in a north-south direction, is designated as a Neighborhood Connector. The roadway consists of one lane in each direction, with a Class II bicycle lane. The roadway has a posted speed limit of 25 mph and on-street parking is provided.

Michigan Avenue, oriented in a north-south direction, is designated as an Access roadway. The roadway consists of one lane in each direction and has an offset configuration at Colorado Boulevard.

On-street parking is provided on the west side of the street north of Colorado Boulevard and both sides of the street south of Colorado Boulevard. The roadway has a posted speed limit of 25 mph.

Chester Avenue, oriented in a north-south direction, is designated as an Access roadway. The roadway consists of one lane in each direction and has an offset configuration at Colorado Boulevard.

The roadway has a posted speed limit of 25 mph and on-street parking is provided.

Holliston Avenue, oriented in a north-south direction, is designated as an Access roadway. The roadway consists of one lane in each direction. On-street parking is provided on the west side of the street except between Colorado Boulevard and Green Street where parking is on the east side of the street. The roadway has a posted speed limit of 25 mph.

Hill Avenue, oriented in a north-south direction, is designated as a City Connector within the study area. The roadway consists of two lanes in each direction in the study area. The roadway has a posted speed limit of 30 mph and on-street parking is generally provided on both sides of the street.

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

Roadway Classiﬁcations
Project Site
Neighborhood
Connector-City
Connector-
Access
Access-Alley
Roadway Classiﬁcations
E Colorado Boulevard
Cordova Street
S Wilson Avenue
Holliston Avenue
S Hill Avenue
E Del Mar Avenue
S Michigan Avenue
S Chester Avenue
FIGURE 2
E Green Street

8 2.2 Existing Transit Service
LA Metro, Pasadena Transit and Foothill Transit provide transit services in the study area. The bus stop locations, per line, are summarized in Table 1.

Table 1. Existing Transit Service Stop Locations
Location LA Metro Route Foothill Transit Pasadena Transit Colorado Blvd / Hill Ave
Northwest corner
180
187 None
267
Southeast corner
180
None None
267
Del Mar Blvd / Hill Ave
Northwest corner 267 None 10
Southwest corner 267 None 10
Source: Fehr & Peers.

9 3. Proposed Project Traffic
This section describes the methodology used to determine Project-related 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 Project. The proposed Project consists of a 4-story Research and Development building, with laboratory and office space, and three (3) subterranean levels of parking.

Trip generation estimates for the Project were developed using rates contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition. The trip generation estimates are shown in Table 2. As shown in Table 2, the proposed Project is estimated to generate a total of 1,036 daily vehicle trips, with 96 vehicle trips in the AM peak hour (79 in, 17 out) and 92 vehicle trips in the PM peak hour (15 in, 77 out).

10 Table 2. Project Trip Generation Estimates
Land Use
ITE
Land
Use
Code
Size Daily
Rate
Trip Generation Rates [a]
Daily
Trips
Estimated Trip Generation
AM Peak Hour PM Peak Hour AM Peak Hour Trips PM Peak Hour Trips Rate In % Out
% Rate In% Out
% In Out Total In Out Total

Research &
Development
Center

760 93.54
KSF 11.08 1.03 82% 18% 0.98 16% 84% 1,036 79 17 96 15 77 92 Total External Vehicle Trips 1,036 79 17 96 15 77 92
Net Incremental External Trips 1,036 79 17 96 15 77 92
[a] Source: Institute of Transportation Engineers (ITE), Trip Generation, 11th Edition, 2021. All rates are Peak Hour of Adjacent Street Traffic

11 4. Intersection Operational Analysis
This section summarizes the operational analysis of intersections in the study area. This section includes a discussion of the analysis methodologies and thresholds used in the transportation analysis and summarizes existing and future traffic operations with and without the proposed Project.

4.1 Analysis Methodology
The quality of traffic operations is characterized using the concept of Level of Service (LOS). LOS 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 delay, with traffic volumes at or near an 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) methodology, which uses vehicular delay criteria to determine LOS. Table 3 presents a brief description of each Level of Service letter grade (Source: Highway Capacity Manual, 7 th Edition (2022)).

Table 3. Intersection Level of Service Definitions - HCM Methodology Level
of
Service
Description Delay in
Seconds
A
Progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
≤10.0
B Progression is good, cycle lengths are short, or both. More vehicles stop than with LOS A, causing higher levels of average delay. >10.0 to 20.0 C
Higher congestion may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level, though many still pass through the intersection without stopping. >20.0 to 35.0
D
The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.
>35.0 to 55.0
E
This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor vehicle progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences.
>55.0 to 80.0
F
This level is considered oversaturation, which is when arrival flow rates exceed the capacity of the intersection. This level may also occur at high V/C ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to such delay levels.
>80.0

12 4.1.1 Intersection Thresholds of Significance / Caps The City of Pasadena has established the following thresholds/caps for intersection LOS, as shown in Table 4.

Table 4. Intersection Level of Service Significance Thresholds / Caps Study Intersections Existing Plus Project LOS Cap
Citywide D
Transit Oriented District (TOD) E
Note that the proposed Project is not located within a Transit Oriented District.

4.2 Study Area, Analysis Scenarios, and Existing
Volumes
The study area for analysis includes the following seven signalized (7) intersections in the vicinity of the Project site:

1. Wilson Avenue & Green Street

2. Holliston Avenue & Colorado Boulevard

3. Hill Avenue & Colorado Boulevard

4. Holliston Avenue & Green Street

5. Hill Avenue & Green Street / Pasadena City College Driveway

6. Hill Avenue & Cordova Street / Pasadena City College Driveway

7. Hill Avenue & Del Mar Boulevard
The Project location and study intersections are shown in Figure 3.

Traffic operations were evaluated for each of the following scenarios during the weekday morning (7:00 – 9:00AM) and evening (4:00 – 6:00PM) peak periods during typical weekday conditions while school was in session:
• Existing Conditions (2025)
• Existing Plus Project Conditions (2025)
• Future Baseline Conditions (2027)
• Future Plus Project Conditions (2027)

Additionally, an off-site queuing analysis was performed for the Future Baseline Conditions (2027) and Future Plus Project Conditions (2027) scenarios to assess queue formation in exclusive turn lanes at the study intersections.

4.2.1 Existing Traffic Volumes
Existing traffic counts at the study intersections were collected in May and June 2025. All counts were conducted during the morning peak period (7:00 – 9:00AM) and evening peak period (4:00 – 6:00PM).

The traffic operations 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 shows the existing peak hour volumes and lane configurations at the study intersections. 1 2 3
4 5
6 7
Project Location & Study Intersections
E Colorado Boulevard
E Green Street
E Del Mar Boulevard
Cordova Street
S Wilson Avenue
S Holliston Avenue
S Hill Avenue
Project Site Study Intersections
Outbound Driveway
Loading Dock
Inbound Driveway
FIGURE 3
FIGURE 4
Peak Hour Trafﬁc Volumes and Lane Conﬁgurations
Existing Conditions (2025)
186 (246)
48 (33)19 (68)
200 (531)
48 (50) 243 (161)
41 (30)

1. Wilson Ave/Green St
14 (27)
10 (27)
49 (84)6 (17)
242 (565)
21 (32)
3 (9)
10 (10)
4 (18) 2 (3)
605 (562)
69 (59)

2. Holliston Ave/Colorado Blvd
62 (59)
554 (644)
110 (278)98 (149)
160 (456)
24 (64)
153 (118)
641 (343)
144 (121)
159 (197)
522 (418)
140 (117)

3. Hill Ave/Colorado Blvd
53 (53)
29 (28)34 (58)
188 (519)
69 (39) 87 (64)
13 (18)

4. Holliston Ave/Green St
580 (676)
42 (28)123 (276)
16 (6)
61 (205) 716 (531)
85 (18)
35 (54)
21 (65)

5. Hill Ave/Green St/
Pasadena City College
323 (113)
460 (420)
60 (14)103 (108)
16 (8)
75 (167)
232 (158)
495 (580)
73 (15)
13 (121)
10 (34)
12 (82)

6. Hill Ave/Cordova St/
Pasadena City College
115 (38)
448 (237)
30 (35)108 (102)
427 (866)
24 (28)
189 (130)
250 (337)
143 (411)
243 (196)
814 (493)
11 (43)

15 4.3 Intersection Level of Service Analysis
This section summarizes the results of the LOS analysis that was performed for the study intersections in existing and future year conditions. All LOS tables show delay in seconds.

4.3.1 Existing Conditions
Existing intersection operations were evaluated during the AM and PM peak hours at the study intersections using HCM 7th Edition methodology. Per City of Pasadena DOT guidelines, the following Synchro model inputs for saturation flow rates and peak hour factors were included in the analysis:

Saturation Flow Rates:
• 1,800 vehicles per hour per lane (vphpl) for exclusive through and right-turn lanes, and shared thru/right-turn or left-turn lanes
• 1,700 vphpl for exclusive left-turn lanes
• 1,600 for exclusive dual left-turn lanes
Peak Hour Factors:
• The Peak Hour Factor (PHF) was determined for each intersection as a whole based on traffic volumes collected in the field. The existing conditions PHF was applied to the analysis of future conditions with and without the proposed Project.

Table 5 summarizes the existing LOS and delay at the study intersections. All LOS calculation sheets are provided in Appendix B.

16 Table 5. Existing Conditions (2025) Intersection Peak Hour Level of Service INT
# Study Intersection Control
AM Peak Hour PM Peak Hour
Delay (s) LOS Delay (s) LOS
1 Wilson Avenue & Green
Street Signal 14.6 B

14.0 B
2 Holliston Avenue & Colorado
Boulevard Signal 27.5 C

24.4 C
3 Hill Avenue & Colorado
Boulevard Signal 33.4 C

28.3 C
4 Holliston Avenue & Green
Street Signal 16.2 B

9.4 A
5 Hill Avenue & Green Street /
Pasadena City College Dwy Signal 8.5 A

9.8 A
6 Hill Avenue & Cordova Street
/ Pasadena City College Dwy Signal 10.6 B

12.9 B
7 Hill Avenue & Del Mar
Boulevard Signal 26.1 C

35.8 D
As shown in Table 5 above, all of the study intersections are currently operating at LOS C or better during the AM peak hour. During the PM peak hour, six of the seven study intersections operate at LOS C or better. The Hill Avenue and Del Mar Boulevard intersection operates at LOS C during the AM peak hour and LOS D during the PM peak hour.

4.3.2 Existing Plus Project Conditions
This section presents the analysis of Existing Plus Project conditions. Existing Plus Project conditions were developed by adding the vehicle trips estimated to be generated by the proposed Project to the existing conditions traffic 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. The 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).

As a second step, the new trips estimated to be generated by the Project, as shown in Table 2 , were then assigned to the surrounding roadway system based on the distribution pattern to estimate the Project-related peak-hour traffic at both study intersections. Figure 5 illustrates the distribution of Project-generated trips on the surrounding roadway network, and Figure 6 shows the Project- generated traffic volumes at the study intersections.

1 2 3
4 5
6 7
Project Trip Distribution
Project Site Study Intersections
E Colorado Boulevard
E Green Street
E Del Mar Boulevard
Cordova Street
S Wilson Avenue
S Holliston Avenue
S Hill Avenue
Outbound Driveway
Loading Dock
Inbound Driveway Inbound Trips
Outbound Trips
25%
50%15%
13%
12%
5%
15%
12%
42% 35%
25%
10%
15%
5%
5%
8%
15%
23%
52%
50%
27%
27%
5%
5%
15%
10%
5%
8%
20%
5%
10%
48%
100%
10%
10%
FIGURE 5
FIGURE 6
Peak Hour Trafﬁc Volumes and Lane Conﬁgurations
Project Generated Trips
0 (0)
4 (1)0 (0)
12 (2)
0 (0) 0 (0)
4 (1)

1. Wilson Ave/Green St
0 (0)
0 (0)
0 (0)0 (0)
0 (0)
6 (1)
0 (0)
4 (1)
0 (0)
1 (4)
1 (6)
8 (1)

2. Holliston Ave/Colorado Blvd
2 (10)
4 (19)
2 (9)0 (0)
0 (0)
0 (0)
8 (1)
12 (2)
0 (0)
0 (0)
0 (0)
9 (1)

3. Hill Ave/Colorado Blvd
0 (0)
0 (0)0 (0)
0 (0)
20 (4) 18 (3)
0 (0)

4. Holliston Ave/Green St
0 (0)
0 (0)8 (38)
0 (0)
9 (39) 21 (3)
0 (0) 0 (0)
0 (0)

5. Hill Ave/Green St/
Pasadena City College
12 (2)
0 (0)
0 (0)0 (0)
0 (0)
0 (0)
24 (15)
6 (27)
0 (0)
0 (0)
0 (0)
0 (0)

6. Hill Ave/Cordova St/
Pasadena City College
4 (1)
12 (2)
0 (0)0 (0)
0 (0)
0 (0)
2 (8)
3 (15)
1 (4)
0 (0)
4 (1)
0 (0)

19 Existing Plus Project LOS and delay at the study intersections is summarized in Table 6. Existing Plus Project traffic volumes are shown in Figure

7. Table 6. Existing Plus Project Conditions (2025) Intersection Peak Hour Level of Service INT # Study Intersection
Existing Conditions Existing Plus 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 Wilson Ave & Green St 14.6 B 14.0 B 14.6 B 14.0 B No
2 Holliston Ave & Colorado Blvd 27.5 C 24.4 C 27.5 B 24.5 C No 3 Hill Ave & Colorado Blvd 33.4 C 28.3 C 33.9 C 28.5 C No 4 Holliston Av & Green St 16.2 B 9.4 A 16.5 B 9.5 A No
5 Hill Ave & Green St / Dwy 8.5 A 9.8 A 8.7 A 10.0 A No 6 Hill Ave & Cordova St / Dwy 10.6 B 12.9 B 11.0 B 13.0 B No 7 Hill Ave & Del Mar Blvd 26.1 C 35.8 D 26.3 C 36.2 D No

As shown in Table 6, all of the study intersections are forecasted to operate at LOS C or better during the AM peak hour. During the PM peak hour, six of the seven study intersections are forecasted to operate at LOS C or better. The Hill Avenue and Del Mar Boulevard intersection is forecasted to operate at LOS C during the AM peak hour and LOS D during the PM peak hour. These results are consistent with existing conditions. None of the study intersections exceed the LOS cap with the proposed Project.

FIGURE 7
Peak Hour Trafﬁc Volumes and Lane Conﬁgurations
Existing Plus Project Conditions (2025)
186 (246)
52 (34)19 (68)
212 (533)
48 (50) 243 (161)
45 (31)

1. Wilson Ave/Green St
14 (27)
10 (27)
49 (84)6 (17)
242 (565)
27 (33)
3 (9)
14 (11)
4 (18) 3 (7)
606 (568)
77 (60)

2. Holliston Ave/Colorado Blvd
64 (69)
558 (663)
112 (287)98 (149)
160 (456)
24 (64)
161 (119)
653 (345)
144 (121)
159 (197)
522 (418)
149 (118)

3. Hill Ave/Colorado Blvd
53 (53)
29 (28)34 (58)
188 (519)
89 (43) 105 (67)
13 (18)

4. Holliston Ave/Green St
580 (676)
42 (28)131 (314)
16 (6)
70 (244) 737 (534)
85 (18)
35 (54)
21 (65)

5. Hill Ave/Green St/
Pasadena City College
335 (115)
460 (420)
60 (14)103 (108)
16 (8)
75 (167)
256 (173)
501 (607)
73 (15) 13 (121)
10 (34)
12 (82)

6. Hill Ave/Cordova St/
Pasadena City College
119 (39)
460 (239)
30 (35)108 (102)
427 (866)
24 (28)
191 (138)
253 (352)
144 (415)
243 (196)
818 (494)
11 (43)

7. Hill Ave/Del Mar Blvd
Green St
Wilson Ave
Colorado Blvd
Hill Ave
Green St
Holliston Ave
Green St PCC Parking Lot
Hill Ave
Cordova St PCC Parking Lot
Hill Ave
Del Mar Blvd
Hill Ave
Colorado Blvd
Holliston Ave
CF
BCE
B
D
ACE
D
ACE
ACCF
ACCF
ACE
ACCF
E
BCE
B
CE
ADF
ACC
AF
ACE
ACF
ACE
AE
ACE
ACE
ACE
ACCF
1 2 3
4 5
6 7
E Colorado Boulevard
E Green Street
E Del Mar Boulevard
Cordova Street
S Wilson Avenue
S Holliston Avenue
S Hill Avenue
Project Site Study Intersections
Outbound Driveway
Loading Dock
Inbound Driveway Peak Hour Turning Movement VolumesAM (PM) 21 4.3.3 Future Baseline Conditions
This section presents the analysis of Future Baseline conditions (without the proposed Project) for the proposed Project’s opening year of 2027. Future Baseline conditions traffic volumes were developed by utilizing the City of Pasadena Travel Demand Model to evaluate projected citywide growth in traffic volumes between the model’s base year (2017) and future year (2035) scenarios.

Based on the projected citywide growth in traffic volumes, a growth rate of 1.4% (0.7% per year ) was applied to the Existing Conditions traffic volumes to derive Future Baseline conditions (2 02 7) traffic volumes at the study intersections. Table 7 summarizes the Future Baseline conditions LOS and delay at the study intersections. Future Baseline conditions traffic volumes are shown in Figure 8.

Tabl
e 7. Future Baseline Conditions (2027) Intersection Peak Hour Level of Service INT
# Study Intersection Control
AM Peak Hour PM Peak Hour
Delay (s) LOS Delay (s) LOS
1 Wilson Avenue & Green
Street Signal 14.6 B 14.0 B
2 Holliston Avenue & Colorado
Boulevard Signal 27.6 C 24.5 C
3 Hill Avenue & Colorado
Boulevard Signal 33.7 C 28.4 C
4 Holliston Avenue & Green
Street Signal 16.3 B 9.4 A
5 Hill Avenue & Green Street /
Pasadena City College Dwy Signal 8.5 A 9.9 A
6 Hill Avenue & Cordova Street
/ Pasadena City College Dwy Signal 10.9 B 13.1 B
7 Hill Avenue & Del Mar
Boulevard Signal 26.3 C 36.9 D
As shown in Table 7, all of the study intersections are forecasted to operate at LOS C or better during the AM peak hour. During the PM peak hour, six of the seven study intersections are forecasted to operate at LOS C or better. The Hill Avenue and Del Mar Boulevard intersection is forecasted to operate at LOS C during the AM peak hour and LOS D during the PM peak hour. No intersections are anticipated to exceed the LOS threshold in 2027 under Future Baseline conditions.

FIGURE 8
Peak Hour Trafﬁc Volumes and Lane Conﬁgurations
Future Baseline Conditions (2027)
189 (249)
49 (33)19 (69)
203 (538)
49 (51) 246 (163)
42 (30)

1. Wilson Ave/Green St
14 (27)
10 (27)
50 (85)6 (17)
245 (573)
21 (32)
3 (9)
10 (10)
4 (18) 2 (3)
613 (570)
70 (60)

2. Holliston Ave/Colorado Blvd
63 (60)
562 (653)
112 (282)99 (151)
162 (462)
24 (65)
155 (120)
650 (348)
146 (123)
161 (200)
529 (424)
142 (119)

3. Hill Ave/Colorado Blvd
54 (54)
29 (28)34 (59)
191 (526)
70 (40) 88 (65)
13 (18)

4. Holliston Ave/Green St
588 (685)
43 (28)125 (280)
16 (6)
62 (208) 726 (538)
86 (18)
35 (55)
21 (66)

5. Hill Ave/Green St/
Pasadena City College
328 (115)
466 (426)
61 (14)104 (110)
16 (8)
76 (169)
235 (160)
502 (588)
74 (15)
13 (123)
10 (34)
12 (83)

6. Hill Ave/Cordova St/
Pasadena City College
117 (39)
454 (240)
30 (35)110 (103)
433 (878)
24 (28)
192 (132)
254 (342)
145 (417)
246 (199)
825 (500)
11 (44)

23 4.3.4 Future with Project Conditions
This section presents the analysis of Future Plus Project conditions. Future Plus Project conditions traffic volumes were dev eloped by adding the trips estimated to be generated by the proposed Project to the Future Baseline conditions traffic volumes. Table 8 summarizes the Future Plus Project LOS and delay at the study intersections. Future Plus Project conditions traffic volumes are shown in Figure 9 .

Table 8. Future Plus Project Conditions (2027) Intersection Peak Hour Level of Service INT # Study Intersection
Future Baseline Conditions Future Plus 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 Wilson Ave & Green St 14.6 B 14.0 B 14.6 B 14.0 B No
2 Holliston Ave & Colorado Blvd 27.6 C 24.5 C 27.6 C 24.6 C No 3 Hill Ave & Colorado Blvd 33.7 C 28.4 C 34.2 C 28.6 C No 4 Holliston Av & Green St 16.3 B 9.4 A 16.5 B 9.5 A No
5 Hill Ave & Green St / Dwy 8.5 A 9.9 A 8.7 A 10.0 B No 6 Hill Ave & Cordova St / Dwy 10.9 B 13.1 B 11.4 B 13.2 B No 7 Hill Ave & Del Mar Blvd 26.3 C 36.9 D 26.5 C 37.4 D No As shown in Table 8, all of the study intersections are forecasted to operate at LOS C or better during the AM peak hour. During the PM peak hour, six of the seven study intersections are forecasted to operate at LOS C or better. The Hill Avenue and Del Mar Boulevard intersection is forecasted to operate at LOS C during the AM peak hour and LOS D during the PM peak hour. No intersections are anticipated to exceed the LOS threshold in 2027 under Future Plus Project conditions.

FIGURE 9
Peak Hour Trafﬁc Volumes and Lane Conﬁgurations
Future Plus Project Conditions (2027)
189 (249)
53 (34)19 (69)
215 (540)
49 (51) 246 (163)
46 (31)

1. Wilson Ave/Green St
14 (27)
10 (27)
50 (85)6 (17)
245 (573)
27 (33)
3 (9)
14 (11)
4 (18) 3 (7)
614 (576)
78 (61)

2. Holliston Ave/Colorado Blvd
65 (70)
566 (672)
114 (291)99 (151)
162 (462)
24 (65)
163 (121)
662 (350)
146 (123)
161 (200)
529 (424)
151 (120)

3. Hill Ave/Colorado Blvd
54 (54)
29 (28)34 (59)
191 (526)
90 (44) 106 (68)
13 (18)

4. Holliston Ave/Green St
588 (685)
43 (28)133 (318)
16 (6)
71 (247) 747 (541)
86 (18)
35 (55)
21 (66)

5. Hill Ave/Green St/
Pasadena City College
340 (117)
466 (426)
61 (14)104 (110)
16 (8)
76 (169)
259 (175)
508 (615)
74 (15)
13 (123)
10 (34)
12 (83)

6. Hill Ave/Cordova St/
Pasadena City College
121 (40)
466 (242)
30 (35)110 (103)
433 (878)
24 (28)
194 (140)
257 (357)
146 (421)
246 (199)
829 (501)
11 (44)

25 4.4 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 9 summarizes the 95th percentile queue lengths for Future Baseline and Future Plus Project conditions. The calculated 95th percentile queue lengths are rounded up to the nearest ten feet. Queue lengths highlighted in green indicate turning movements that the Project would add vehicle trips to, and queue lengths shown in bold text indicate that queue length would exceed the available storage capacity. Queue output sheets are provided in Appendix C.

As shown in Table 9, 95th percentile queues are expected to exceed current exclusive turn lane pocket lengths in both Future Baseline and Future Plus Project conditions at the Hill Avenue & Cordova Street and Hill Avenue & Del Mar Boulevard intersections. At both intersections, the northbound left turn lane pocket length is expected to be exceeded only in the AM peak hour. At the intersection of Hill Avenue & Del Mar Boulevard, the southbound left turn lane pocket length is expected to be exceed ed during the AM and PM peak hours. Traffic generated by the Project is not expected to cause exclusive turn lanes that are under capacity under Future Baseline conditions to exceed their capacities.

26 Table 9. Off-Site Queuing Analysis Summary
Int
# Intersection Movement
Storage
Length
(ft)
Future Baseline
Conditions
Future Plus Project
Conditions
AM Peak
Hour
PM Peak
Hour
AM Peak
Hour
PM Peak
Hour
1 Wilson Ave & Green St NBR 60 20 20 20 20
2 Holliston Ave &
Colorado Blvd
EBL 130 10 20 10 20
WBL 130 60 80 70 80
3 Hill Ave & Colorado
Blvd
NBL 140 50 40 50 50
NBR 120 40 110 40 120
SBL 120 90 80 90 80
EBL 160 80 110 80 110
EBR 60 0 10 0 10
WBL 140 100 90 110 90
WBR 120 90 100 90 100
5 Hill Ave & Green St
EBL 380 70 140 70 160
EBR 380 30 50 30 50
SBL 140 70 20 70 20
6 Hill Ave & Cordova St
NBL 50 230 50 300 50
SBL 110 70 20 70 20
EBL 180 100 110 100 110
EBR 120 30 50 30 50
7 Hill Ave & Del Mar Blvd
NBL 80 150 60 160 60
SBL 100 120 600 120 610
EBL 150 150 140 150 140
WBL 130 30 70 30 70

27 5. Active Transportation Assessment
This Active Transportation Assessment evaluates existing pedestrian, bicycle, and transit infrastructure in the vicinity of the project site. An Active Transportation Inventory Map identifies key facilities within a ¼-mile radius of the project site, including bicycle infrastructure (e.g., bike lanes, Class IV cycle tracks), nearby bus stops, and land uses that are likely to attract pedestrian or bicycle trips, such as schools and businesses. In addition, this assessment documents existing conditions along the project frontages, including the presence and condition of sidewalks, curb ramps, bus stops, and bike facilities.

Figure 10 below identifies the following local conditions within ¼-mile of the project site:

Bicycle facilities are located along Cordova Street. Buffered Class II bike lanes are present along a

1.5-mile segment from Hill Avenue to Arroyo Parkway. These facilities are part of a broader complete streets effort by the City of Pasadena that enhances conditions for all users through pedestrian ADA upgrades, curb extensions at eight intersections, and new and upgraded traffic signals.

Transit stops are served by LA Metro, Pasadena Transit, and Foothill Transit with multiple bus lines stopping at Colorado Boulevard and Del Mar Boulevard near Hill Avenue. Key stops include Metro Routes 180, 187, and 267, Pasadena Transit Route 10, and limited Foothill Transit servic e at Colorado/Hill.

Bicycle and pedestrian trip generating land uses within the project vicinity include:

• Pasadena City College
• St. Philip The Apostle Church
• Hill Avenue Branch Library
• Caltech Student Housing
• The Aqua Courtyard Hotel

Active Transportation Assessment
Project Site
Quarter-Mile
Radius
E Colorado Boulevard
E Green Street
Cordova Street
E Del Mar Boulevard
S Holliston Avenue
S Hill Avenue
S Michigan Avenue
S Chester Avenue
Bicycle & Pedestrian
Trip Generators
Bike Lane
Bus Stop
Food
Services Elementary
School
Church/School
Church
Library
Hotel
Student
Housing
Church
Food
Services
Community
College
Book
Store
FIGURE 10
29 5.1 Existing Pedestrian Infrastructure
Holliston Avenue, classified as an Access roadway, and Green Street, classified as a City Connector roadway, provide satisfactory pedestrian facilities adjacent to the Project site. Along the project frontage, Green Street provides 6 feet of amenity / curb zone and 5 feet of walk zone. Holliston Avenue provides 12 feet of amenity / curb zone and 5 feet of walk zone. There are no deficiencies present along the Project frontage for pedestrian accommodations. Figure 11 and Figure 12 show the existing conditions along the Project frontage.

Figure 11. Holliston Avenue Sidewalk Along
Project Frontage
Figure 12. Green Street Sidewalk Along Project
Frontage

5.2 Existing Bicycle Facilities
No bicycle facilities currently exist along the Project frontages. The closest bicycle facilities to the Project exist along Cordova Street as shown in Figure 10. However, cyclists may still choose to use Green Street as an alternative parallel route to Colorado Boulevard, which has a much higher vehicle volume.

30 5.3 Existing Transit Amenities
No transit stops currently exist along the Project frontages. The closest transit stop to the Project is located at the intersection of Colorado Boulevard and Chester Avenue. This bus stop (Stop ID 1319) serves Metro lines 180 and 267 travelling eastbound along Colorado Boulevard.

Metro's North Hollywood to Pasadena Bus Rapid Transit project is expected to run buses along Green Street, with the route terminating at Hill Avenue. The project is still in the planning phase and construction is forecast to be completed in 2027.

5.4 Intersections
The signalized intersection of Green Street and Holliston Avenue is located adjacent to the Project site. This intersection is equipped with continental sidewalks, advanced stops, push buttons, an Accessible Pedestrian Signal (APS), a pedestrian countdown signal, and diagonal curb ramps with no obstructions present at any corner or leg of the intersection. Figure 13 below presents the view of the signalized intersection facing eastbound from the northwest corner of the intersection.

Figure 13. Green Street/Holliston Avenue Intersection

31 5.5 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 10.

Table 10. 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

32 6. Conclusions
Fehr & Peers prepared a Local Mobility Analysis for the proposed Research and Development building located at 1364 E. Green Street in the City of Pasadena. The following describes the results of the Local Mobility Analysis:
• The proposed Project is estimated to generate a total of 1,036 daily vehicle trips, with 96 vehicle trips in the AM peak hour (79 in, 17 out) and 92 vehicle trips in the PM peak hour (15 in, 77 out).
• None of the seven (7) study intersections are forecasted to operate at a Level of Service (LOS) that exceeds the City’s LOS cap/threshold.
• The 95
th percentile queues are expected to exceed current exclusive turn lane pocket lengths under both Future Baseline and Future Plus Project conditions at the Hill Avenue & Cordova Street and Hill Avenue & Del Mar Boulevard intersections. However, traffic generated by the Project is not expected to cause exclusive turn lanes that are under capacity under Future Baseline conditions to exceed their capacities.
• The proposed Project is not anticipated to remove or degrade existing active transportation infrastructure, or increase pedestrian, bicycle, or transit demand on facilities that are damaged or sub-standard within a 0.25-mile radius of the Project site.

Appendix A.

Traffic Count
Data
Prepared by National Data & Surveying Services
ID: 25-020182-001 Day:

City: Pasadena Date:

AM 0 243 41 0 AM
NOON 0000 NOON
PM 0 161 29 1 PM

AM NOON PM PM NOON AM
0100 0 000
0 000
000 00 000
1 906 8 0 TEV 785 0 1119 0 000
200 0 531 3 PHF 0.95 0.90
4 805 0 0 0011

AM NOON PM PM NOON AM
PM 0 0 246 33 PM
NOON 0000 NOON
AM 0 0 186 48 AM
0 NONE
04:45 PM - 05:45 PM 315
S Wilson Ave & E Green St
Peak Hour Turning Movement Count
S Wilson Ave Tuesday
SOUTHBOUND 5/13/2025
4:00 PM - 06:00 PM

PEAK HOURS
08:00 AM - 09:00 AM 205 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
593 0 289
Totals (AM) 211 Total Bikes (AM)
E Green St

EASTBOUND

WESTBOUND
E Green St
000

CONTROL
Siganlzed
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 291

NORTHBOUND
S Wilson Ave
Totals (NOON) Total Bikes (NOON)

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
14 0
20 16
0 4
10 0
28 24
0 2 16
0 2
11 0
6 9
0 5
6 0
12 0
1 00
2 2
0 2
0 0
6 0
0 0
00 0
0 0
0 0
0 0
0 0
0 01
1 0
1 9
0 0
0 0
0 0
050
531
68 0
161
29 33
246
0 0
0 00
0 0
0 0
0 0
0 0
0 0
048
200
19 0
243
41 48
186
0 DATE: LOCATION: PROJECT #: SC5439
Tue, Jun 3, 25 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 1 2 0 1 2 0 0 0 0 0
7:00 AM 2 1 3 0 1 0 1 31 2 11 61 1 114 0 0 0 0 0
7:15 AM 3 2 4 2 1 1 0 38 2 15 65 0 133 0 0 0 0 0
7:30 AM 4 2 6 1 2 1 1 44 1 21 77 0 160 0 0 0 0 0
7:45 AM 3 3 8 0 1 2 1 41 3 44 141 2 249 0 0 0 0 0
8:00 AM 5 5 21 1 1 0 2 55 2 21 155 1 269 0 0 0 0 0
8:15 AM 4 2 9 2 2 1 1 58 5 15 151 0 250 0 0 0 0 0
8:30 AM 3 1 15 1 4 0 2 68 8 16 144 1 263 0 0 0 0 0
8:45 AM 2 2 4 0 3 2 1 61 6 17 155 0 253 0 0 0 0 0
VOLUMES 26 18 70 7 15 7 9 396 29 160 949 5 1,691 0 0 0 0 0 APPROACH % 23% 16% 61% 24% 52% 24% 2% 91% 7% 14% 85% 0% APP/DEPART 114 / 32 29 / 204 434 / 473 1,114 / 982 0

BEGIN PEAK HR
VOLUMES 14 10 49 4 10 3 6 242 21 69 605 2 1,035 0 0 0 0 APPROACH % 19% 14% 67% 24% 59% 18% 2% 90% 8% 10% 89% 0% PEAK HR FACTOR 0.589 0.850 0.862 0.955 0.962
APP/DEPART 73 / 18 17 / 100 269 / 295 676 / 622 0
4:00 PM 5 7 21 2 1 3 2 141 5 15 138 1 341 0 0 0 0 0
4:15 PM 6 5 22 3 2 2 4 145 6 11 144 2 352 0 0 0 0 0
4:30 PM 8 6 23 4 1 1 3 129 11 16 145 0 347 0 0 0 0 0
4:45 PM 7 11 21 5 3 4 5 135 8 14 135 1 349 0 0 0 0 0
5:00 PM 6 5 18 6 4 2 5 156 7 18 138 0 365 0 0 0 0 0
5:15 PM 4 4 15 4 5 2 4 148 9 15 121 3 334 0 0 0 0 0
5:30 PM 5 7 13 2 2 1 3 151 7 11 124 2 328 0 0 0 0 0
5:45 PM 8 2 11 2 1 0 2 158 6 10 121 0 321 0 0 0 0 0
VOLUMES 49 47 144 28 19 15 28 1,163 59 110 1,066 9 2,737 0 0 0 0 0 APPROACH % 20% 20% 60% 45% 31% 24% 2% 93% 5% 9% 90% 1%
APP/DEPART 240 / 84 62 / 188 1,250 / 1,335 1,185 / 1,130 0

BEGIN PEAK HR
VOLUMES 27 27 84 18 10 9 17 565 32 59 562 3 1,413 0 0 0 0 APPROACH % 20% 20% 61% 49% 27% 24% 3% 92% 5% 9% 90% 0%
PEAK HR FACTOR 0.885 0.771 0.914 0.969 0.968
APP/DEPART 138 / 47 37 / 101 614 / 667 624 / 598 0
N Holliston Ave

NORTH LEG
E Colorado Blvd WEST LEG EAST LEG E Colorado Blvd

SOUTH LEG
N Holliston Ave

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 2 2 1 5 0 2 2 1 5 0 0 0 0 0
7:15 AM 2 3 1 0 6 1 3 0 0 4 1 0 1 0 2
7:30 AM 0 5 2 3 10 0 4 2 3 9 0 1 0 0 1
7:45 AM 4 3 1 2 10 1 3 1 2 7 3 0 0 0 3
8:00 AM 2 4 1 2 9 1 4 1 2 8 1 0 0 0 1
8:15 AM 3 7 1 3 14 3 6 1 3 13 0 1 0 0 1
8:30 AM 1 4 1 4 10 1 4 0 4 9 0 0 1 0 1
8:45 AM 1 5 2 3 11 1 5 2 3 11 0 0 0 0 0
TOTAL 13 33 11 18 75 8 31 9 18 66 5 2 2 0 9
BEGIN PEAK HR 6 19 4 12 41
4:00 PM 4 22 5 3 34 3 21 4 3 31 1 1 1 0 3
4:15 PM 7 17 4 4 32 5 15 4 4 28 2 2 0 0 4
4:30 PM 4 14 2 3 23 3 13 2 3 21 1 1 0 0 2
4:45 PM 4 14 1 5 24 4 14 1 5 24 0 0 0 0 0
5:00 PM 6 9 2 4 21 5 8 2 4 19 1 1 0 0 2
5:15 PM 4 9 1 3 17 3 9 1 3 16 1 0 0 0 1
5:30 PM 6 14 1 1 22 5 12 1 1 19 1 2 0 0 3
5:45 PM 7 25 0 1 33 7 25 0 1 33 0 0 0 0 0
TOTAL 42 124 16 24 206 35 117 15 24 191 7 7 1 0 15
17 50 9 16 92

AMPM AM
8:00 AM
PM
4:15 PM
ALL PED + BIKE & SCOOTER
8:00 AM
BEGIN PEAK HR 4:15 PM

BICYCLE & SCOOTER CROSSINGSPEDESTRIAN CROSSINGS

U-TURNS
N Holliston Ave N Holliston Ave E Colorado Blvd E Colorado Blvd

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Pasadena
N Holliston Ave
E Colorado Blvd
91 22 34 35 TOTAL 116
62 15 19 28 PM 84
29 7 15 7 AM 32
1,114
1,185
2,299
2,112
1,130
982
5 9
14 949
1,066
2,015
TOTAL
PM
AM
160
110
270
37 28
9 AM
PM
TOTAL
1,559
1,163
396
88 59
29 473
1,335
1,808
1,684
1,250
434
204 AM 26 18 70 114
188 PM 49 47 144 240
392 TOTAL 75 65 214 354
54 12 20 22 TOTAL 65
37 9 10 18 PM 47
17 3 10 4 AM 18
676
624
1,300
1,220
598
622
2 3
5 605
562
1,167
TOTAL
PM
AM AM 8:00 AM
8:45 AM
69 59
128
23 17
6 #N/A
AM
PM
TOTAL
807
565
242 PM 4:15 PM
5:45 PM
53 32
21 295
667
962
883
614
269
100 AM 14 10 49 73
101 PM 27 27 84 138
201 Total 41 37 133 211
N Holliston Ave
N Holliston Ave
N Holliston Ave
E Colorado Blvd
E Colorado BlvdPEAK HOUR
AimTD LLC

TURNING MOVEMENT COUNTS
N Holliston Ave
E Colorado Blvd
E Colorado Blvd

ALL HOURS
Pasadena
SC5439
Prepared by National Data & Surveying Services
ID: 25-020182-002 Day:

City: Pasadena Date:

AM 153 641 144 0 AM
NOON 0000 NOON
PM 118 343 121 0 PM

AM NOON PM PM NOON AM
0210 1 197 0 159
2 418 0 522
000 01 116 0 140
98 0 149 1 TEV 2767 0 2964 0 100
160 0 456 2 PHF 0.94 0.97
2 406 4 1 0121

AM NOON PM PM NOON AM
PM 0 59 644 278 PM
NOON 0000 NOON
AM 0 62 554 110 AM
0 NONE
04:15 PM - 05:15 PM 990
N/S Hill Ave & E Colorado Blvd
Peak Hour Turning Movement Count
N/S Hill Ave Tuesday
SOUTHBOUND 5/13/2025
4:00 PM - 06:00 PM

PEAK HOURS
07:45 AM - 08:45 AM 811 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
856 0 414
Totals (AM) 523 Total Bikes (AM)
E Colorado Blvd

EASTBOUND

WESTBOUND
E Colorado Blvd
737 0 595

CONTROL
Siganlzed
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 805

NORTHBOUND
N/S Hill Ave
Totals (NOON) Total Bikes (NOON)

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
4 0
11 15
0 3
13 0
20 23
0 12 20
0 6
6 0
12 28
0 11
11 0
5 1
9 00
4 0
0 3
0 2
2 0
0 0
00 0
0 0
0 0
0 0
0 0
2 10
2 0
0 1
0 0
0 0
197
418
11664
456
149
118
343
121
278
644
59 0
0 00
0 0
0 0
0 0
0 0
159
522
14024
160
98 153
641
144
110
554
62 DATE: LOCATION: PROJECT #: SC5439
Tue, Jun 3, 25 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X 0 3 0 X X X 0 0 0 0
7:00 AM 0 9 1 1 8 0 3 12 4 0 0 0 38 0 0 0 0 0
7:15 AM 0 10 4 2 11 0 1 11 6 0 0 0 45 0 0 0 0 0
7:30 AM 0 8 5 1 25 0 2 22 11 0 0 0 74 0 0 0 0 0
7:45 AM 0 11 8 3 38 0 5 38 35 0 0 0 138 0 0 0 0 0
8:00 AM 0 22 12 5 21 0 8 37 15 0 0 0 120 0 0 0 0 0
8:15 AM 0 9 5 3 13 0 11 41 11 0 0 0 93 0 0 0 0 0
8:30 AM 0 11 4 2 15 0 10 72 8 0 0 0 122 0 0 0 0 0
8:45 AM 0 10 3 3 13 0 6 62 9 0 0 0 106 0 0 0 0 0
VOLUMES 0 90 42 20 144 0 46 295 99 0 0 0 736 0 0 0 0 0
APPROACH % 0% 68% 32% 12% 88% 0% 10% 67% 23% 0% 0% 0%
APP/DEPART 132 / 136 164 / 243 440 / 357 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 53 29 13 87 0 34 188 69 0 0 0 473 0 0 0 0
APPROACH % 0% 65% 35% 13% 87% 0% 12% 65% 24% 0% 0% 0%
PEAK HR FACTOR 0.603 0.610 0.808 0.000 0.857
APP/DEPART 82 / 87 100 / 156 291 / 230 0 / 0 0
4:00 PM 0 15 15 3 11 0 18 125 9 0 0 0 196 0 0 0 0 0
4:15 PM 0 14 11 4 12 0 15 124 10 0 0 0 190 0 0 0 0 0
4:30 PM 0 16 9 6 14 0 13 125 11 0 0 0 194 0 0 0 0 0
4:45 PM 0 14 6 4 15 0 15 121 9 0 0 0 184 0 0 0 0 0
5:00 PM 0 11 8 5 14 0 14 138 10 0 0 0 200 0 0 0 0 0
5:15 PM 0 12 5 3 21 0 16 135 9 0 0 0 201 0 0 0 0 0
5:30 PM 0 14 4 2 15 0 10 132 8 0 0 0 185 0 0 0 0 0
5:45 PM 0 10 2 2 14 0 5 111 0 0 0 0 144 0 0 0 0 0
VOLUMES 0 106 60 29 116 0 106 1,011 66 0 0 0 1,494 0 0 0 0 0 APPROACH % 0% 64% 36% 20% 80% 0% 9% 85% 6% 0% 0% 0%
APP/DEPART 166 / 212 145 / 182 1,183 / 1,100 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 53 28 18 64 0 58 519 39 0 0 0 779 0 0 0 0
APPROACH % 0% 65% 35% 22% 78% 0% 9% 84% 6% 0% 0% 0%
PEAK HR FACTOR 0.810 0.854 0.951 0.000 0.969
APP/DEPART 81 / 111 82 / 103 616 / 565 0 / 0 0
S Holliston Ave

NORTH LEG
E Green St WEST LEG EAST LEG E Green St

SOUTH LEG
S Holliston Ave

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 1 3 2 0 6 1 3 2 0 6 0 0 0 0 0
7:15 AM 2 2 1 0 5 2 2 1 0 5 0 0 0 0 0
7:30 AM 1 1 0 2 4 1 1 0 2 4 0 0 0 0 0
7:45 AM 2 3 0 1 6 2 2 0 1 5 0 1 0 0 1
8:00 AM 1 4 0 0 5 1 4 0 0 5 0 0 0 0 0
8:15 AM 1 3 0 0 4 1 3 0 0 4 0 0 0 0 0
8:30 AM 0 5 1 3 9 0 5 1 3 9 0 0 0 0 0
8:45 AM 0 8 0 1 9 0 8 0 1 9 0 0 0 0 0
TOTAL 8 29 4 7 48 8 28 4 7 47 0 1 0 0 1
BEGIN PEAK HR 4 14 1 4 23
4:00 PM 2 11 1 3 17 2 11 1 2 16 0 0 0 1 1
4:15 PM 1 8 2 2 13 1 8 2 2 13 0 0 0 0 0
4:30 PM 0 5 1 4 10 0 5 1 4 10 0 0 0 0 0
4:45 PM 0 3 1 3 7 0 3 1 3 7 0 0 0 0 0
5:00 PM 1 4 0 4 9 1 4 0 4 9 0 0 0 0 0
5:15 PM 0 5 1 3 9 0 5 1 3 9 0 0 0 0 0
5:30 PM 2 3 0 3 8 2 3 0 3 8 0 0 0 0 0
5:45 PM 2 2 1 1 6 2 2 1 1 6 0 0 0 0 0
TOTAL 8 41 7 23 79 8 41 7 22 78 0 0 0 1 1
1 17 3 14 35

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Pasadena
S Holliston Ave
E Green St
BEGIN PEAK HR 4:30 PM

BICYCLE & SCOOTER CROSSINGSPEDESTRIAN CROSSINGS

U-TURNS
S Holliston Ave S Holliston Ave E Green St E Green St

AMPM AM
7:45 AM
PM
4:30 PM
ALL PED + BIKE & SCOOTER
7:45 AM
309 0 260 49 TOTAL 348
145 0 116 29 PM 212
164 0 144 20 AM 136
0 0
0 0
0 0
0 0
0 0
0 0
TOTAL
PM
AM
0 0
0 152
106
46 AM
PM
TOTAL
1,306
1,011
295
165
66 99
357
1,100
1,457
1,623
1,183
440
243 AM 0 90 42 132
182 PM 0 106 60 166
425 TOTAL 0 196 102 298
182 0 151 31 TOTAL 198
82 0 64 18 PM 111
100 0 87 13 AM 87
0 0
0 0
0 0
0 0
0 0
0 0
TOTAL
PM
AM AM 7:45 AM
8:45 AM
0 0
0 92
58 34
#N/A
AM
PM
TOTAL
707
519
188 PM 4:30 PM
5:45 PM
108
39 69
230
565
795
907
616
291
156 AM 0 53 29 82
103 PM 0 53 28 81
259 Total 0 106 57 163
AimTD LLC

TURNING MOVEMENT COUNTS
S Holliston Ave
E Green St
E Green St

ALL HOURS
Pasadena
SC5439
S Holliston Ave
S Holliston Ave
S Holliston Ave
E Green St
E Green St

PEAK HOUR
Prepared by National Data & Surveying Services
ID: 25-020182-003 Day:

City: Pasadena Date:

AM 0 716 85 0 AM
NOON 0000 NOON
PM 0 531 17 1 PM

AM NOON PM PM NOON AM
0210 1 5 403 5
0 000
000 01 6 502 1
123 0 276 1.3 TEV 1679 0 1859 0 000
16 0 6 0.3 PHF 0.95 0.92
61 0 205 1.3 0020

AM NOON PM PM NOON AM
PM 0 0 676 28 PM
NOON 0000 NOON
AM 0 0 580 42 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 798

NORTHBOUND
S Hill Ave
Totals (NOON) Total Bikes (NOON)
NONE
51 0 143
Totals (AM) 801 Total Bikes (AM)
E Green St/Pasadena City College - Lot 1 East Dwy

EASTBOUND

WESTBOUND
E Green St/Pasadena City College - Lot 1 East Dwy
000

CONTROL
Siganlzed
0 NONE
04:00 PM - 05:00 PM 1007
S Hill Ave & E Green St/Pasadena City College - Lot 1 East Dwy Peak Hour Turning Movement Count
S Hill Ave Tuesday
SOUTHBOUND 5/13/2025
4:00 PM - 06:00 PM

PEAK HOURS
07:45 AM - 08:45 AM 738 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
3 0
6 8
0 4
9 0
14 21
0 4 4
0 1
4 0
5 0
0 0
0 0
0 0
0 10
0 2
0 4
0 0
7 0
0 0
00 0
0 0
0 0
0 0
0 0
0 10
0 0
0 3
0 0
0 0
54 0
65205
6 276
0 531
17 28
676
0 0
0 00
0 0
0 0
0 0
0 0
35 0
2161
16 123
0 716
85 42
580
0 Prepared by National Data & Surveying Services
ID: 25-020182-004 Day:

City: Pasadena Date:

AM 232 495 73 0 AM
NOON 0000 NOON
PM 158 580 15 0 PM

AM NOON PM PM NOON AM
0210 0.5 121 0 13

0.5 3 401 0
000 01 8 201 2
103 0 108 1 TEV 1872 0 1820 0 000
16 0 8 1 PHF 0.89 0.93
75 0 167 1 0120

AM NOON PM PM NOON AM
PM 0 113 420 14 PM
NOON 0000 NOON
AM 0 323 460 60 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 582

NORTHBOUND
S Hill Ave
Totals (NOON) Total Bikes (NOON)
NONE
37 0 149
Totals (AM) 829 Total Bikes (AM)
Cordova St/Pasadena parking lot Dwy

EASTBOUND

WESTBOUND
Cordova St/Pasadena parking lot Dwy
565 0 305

CONTROL
Siganlzed
0 NONE
04:00 PM - 05:00 PM 649
S Hill Ave & Cordova St/Pasadena parking lot Dwy
Peak Hour Turning Movement Count
S Hill Ave Tuesday
SOUTHBOUND 5/13/2025
4:00 PM - 06:00 PM

PEAK HOURS
07:45 AM - 08:45 AM 576 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
4 0
4 7
0 4
3 0
3 2
0 1 5
0 4
3 0
2 6
0 4
5 0
1 2
2 00
0 2
2 3
0 0
2 0
0 0
00 0
0 0
0 0
0 0
0 0
1 00
0 0
1 1
0 0
0 0
121
34 82167
8 108
158
580
15 14
420
113
0 0
00 0
0 0
0 0
0 0
0 13
10 1275
16 103
232
495
73 60
460
323

DATE: LOCATION: PROJECT #: SC5439
Tue, Jun 3, 25 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 2 0 1 2 0 1 2 0 1 2 1 0 0 0 0
7:00 AM 7 26 5 14 23 25 8 46 5 1 115 36 311 0 0 0 0 0
7:15 AM 12 48 3 19 34 21 10 51 4 2 159 51 414 0 0 0 0 0 7:30 AM 20 74 1 23 53 37 11 66 2 3 197 83 570 0 0 0 0 0 7:45 AM 41 114 5 34 67 48 23 102 8 3 217 57 719 0 0 0 0 0 8:00 AM 22 98 7 36 83 57 28 108 6 2 197 54 698 0 0 0 0 0 8:15 AM 28 114 4 32 40 44 25 112 4 3 194 68 668 0 0 0 0 0 8:30 AM 24 122 14 41 60 40 32 105 6 3 206 64 717 0 0 0 0 0 8:45 AM 28 134 11 41 43 38 21 92 5 4 178 80 675 0 0 0 0 0 VOLUMES 182 730 50 240 403 310 158 682 40 21 1,463 493 4,772 0 0 0 0 0 APPROACH % 19% 76% 5% 25% 42% 33% 18% 78% 5% 1% 74% 25% APP/DEPART 962 / 1,381 953 / 464 880 / 972 1,977 / 1,955 0

BEGIN PEAK HR
VOLUMES 115 448 30 143 250 189 108 427 24 11 814 243 2,802 0 0 0 0 APPROACH % 19% 76% 5% 25% 43% 32% 19% 76% 4% 1% 76% 23% PEAK HR FACTOR 0.927 0.827 0.977 0.964 0.974
APP/DEPART 593 / 799 582 / 285 559 / 600 1,068 / 1,118 0 4:00 PM 12 70 10 102 107 38 23 206 7 13 136 67 791 0 0 0 0 0 4:15 PM 10 65 9 104 95 33 16 211 7 15 127 45 737 0 0 0 0 0 4:30 PM 7 48 8 117 69 34 32 221 4 8 110 41 699 0 0 0 0 0 4:45 PM 9 54 8 88 66 25 31 228 10 7 120 43 689 0 0 0 0 0 5:00 PM 13 71 7 106 86 33 29 205 14 4 120 42 730 0 0 0 0 0 5:15 PM 16 53 12 106 95 27 23 230 14 4 129 39 748 0 0 0 0 0 5:30 PM 6 54 9 106 70 32 23 222 9 10 101 30 672 0 0 0 0 0 5:45 PM 9 62 5 94 58 33 22 202 10 10 106 41 652 0 0 0 0 0 VOLUMES 82 477 68 823 646 255 199 1,725 75 71 949 348 5,718 0 0 0 0 0 APPROACH % 13% 76% 11% 48% 37% 15% 10% 86% 4% 5% 69% 25% APP/DEPART 627 / 1,024 1,724 / 792 1,999 / 2,616 1,368 / 1,286 0

BEGIN PEAK HR
VOLUMES 38 237 35 411 337 130 102 866 28 43 493 196 2,916 0 0 0 0 APPROACH % 12% 76% 11% 47% 38% 15% 10% 87% 3% 6% 67% 27% PEAK HR FACTOR 0.842 0.889 0.926 0.847 0.922
APP/DEPART 310 / 535 878 / 408 996 / 1,312 732 / 661 0
S Hill Ave

NORTH LEG
E Del Mar Blvd WEST LEG EAST LEG E Del Mar Blvd

SOUTH LEG
S Hill Ave

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 2 1 3 0 6 2 1 3 0 6 0 0 0 0 0
7:15 AM 3 1 3 0 7 3 1 3 0 7 0 0 0 0 0
7:30 AM 1 1 2 6 10 1 0 1 4 6 0 1 1 2 4
7:45 AM 0 3 1 4 8 0 2 1 4 7 0 1 0 0 1
8:00 AM 2 6 2 4 14 1 4 2 3 10 1 2 0 1 4
8:15 AM 6 3 4 4 17 6 3 4 3 16 0 0 0 1 1
8:30 AM 2 2 2 3 9 2 2 2 3 9 0 0 0 0 0
8:45 AM 7 2 5 8 22 7 2 5 7 21 0 0 0 1 1
TOTAL 23 19 22 29 93 22 15 21 24 82 1 4 1 5 11
BEGIN PEAK HR 9 11 9 13 42
4:00 PM 5 12 11 9 37 5 11 11 8 35 0 1 0 1 2
4:15 PM 2 6 6 4 18 1 6 5 4 16 1 0 1 0 2
4:30 PM 2 7 9 2 20 2 7 9 2 20 0 0 0 0 0
4:45 PM 2 1 1 6 10 2 1 1 6 10 0 0 0 0 0
5:00 PM 2 1 1 2 6 2 0 1 2 5 0 1 0 0 1
5:15 PM 1 5 5 3 14 1 5 2 3 11 0 0 3 0 3
5:30 PM 4 3 2 4 13 4 3 2 4 13 0 0 0 0 0
5:45 PM 4 4 0 3 11 4 4 0 3 11 0 0 0 0 0
TOTAL 22 39 35 33 129 21 37 31 32 121 1 2 4 1 8
10 25 26 20 81

AMPM AM
7:45 AM
PM
4:00 PM
ALL PED + BIKE & SCOOTER
7:45 AM
BEGIN PEAK HR 4:00 PM

BICYCLE & SCOOTER CROSSINGSPEDESTRIAN CROSSINGS

U-TURNS
S Hill Ave S Hill Ave E Del Mar Blvd E Del Mar Blvd

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Pasadena
S Hill Ave
E Del Mar Blvd
2,677 565 1,049 1,063 TOTAL 2,405
1,724 255 646 823 PM 1,024
953 310 403 240 AM 1,381
1,977
1,368
3,345
3,241
1,286
1,955
493
348
841
1,463
949
2,412
TOTAL
PM
AM
21 71
92 357
199
158
AM
PM
TOTAL
2,407
1,725
682
115
75 40
972
2,616
3,588
2,879
1,999
880
464 AM 182 730 50 962
792 PM 82 477 68 627
1,256 TOTAL 264 1,207 118 1,589
1,460 319 587 554 TOTAL 1,334
878 130 337 411 PM 535
582 189 250 143 AM 799
1,068
732
1,800
1,779
661
1,118
243
196
439
814
493
1,307
TOTAL
PM
AM AM 7:45 AM
8:45 AM
11 43
54 210
102
108
#N/A
AM
PM
TOTAL
1,293
866
427 PM 4:00 PM
5:45 PM
52 28
24 600
1,312
1,912
1,555
996
559
285 AM 115 448 30 593
408 PM 38 237 35 310
693 Total 153 685 65 903
S Hill Ave
S Hill Ave
S Hill Ave
E Del Mar Blvd
E Del Mar Blvd

PEAK HOUR
AimTD LLC

TURNING MOVEMENT COUNTS
S Hill Ave
E Del Mar Blvd
E Del Mar Blvd

ALL HOURS
Pasadena
SC5439
Appendix B.

LOS Calculation
Sheets
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 1: Wilson Ave & Green St Ti ming Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 9 2 0 0 4 80000 1 8 6 4 8 4 1 2 4 30 F u t u r e V o l u m e ( v e h / h ) 1 9 2 0 0 4 80000 1 8 6 4 8 4 1 2 4 30 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 20 211 51 0 196 51 43 256 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 169 1764 401 0 681 573 114 590 0
Arrive On Green 0.48 0.48 0.48 0.00 0.39 0.39 0.39 0.39 0.00 Sat Flow, veh/h 355 3697 841 0 1758 1480 142 1523 0
Grp Volume(v), veh/h 98 90 94 0 196 51 299 0 0
Grp Sat Flow(s),veh/h/ln 1740 1600 1553 0 1758 1480 1665 0 0 Q Serve(g_s), s 2.2 2.2 2.4 0.0 5.4 1.5 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.2 2.2 2.4 0.0 5.4 1.5 8.8 0.0 0.0 Prop In Lane 0.20 0.54 0.00 1.00 0.14 0.00
Lane Grp Cap(c), veh/h 830 763 741 0 681 573 703 0 0
V/C Ratio(X) 0.12 0.12 0.13 0.00 0.29 0.09 0.43 0.00 0.00 Avail Cap(c_a), veh/h 830 763 741 0 681 573 703 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.1 10.1 10.2 0.0 14.8 13.6 15.8 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.4 0.0 1.1 0.3 1.9 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.8 0.8 0.0 2.2 0.5 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.4 10.5 10.5 0.0 15.9 13.9 17.7 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 282 247 299
Approach Delay, s/veh 10.5 15.5 17.7
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.3 31.7 31.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 33.4 27.1 27.1
Max Q Clear Time (g_c+I1), s 4.4 10.8 7.4
Green Ext Time (p_c), s 0.3 0.4 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 14.6
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 2: Holliston Ave & Colorado Blvd Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 242 21 69 605 2 14 10 49 4 10 3 Future Volume (veh/h) 6 242 21 69 605 2 14 10 49 4 10 3 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.94 0.98 0.96 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1758 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 6 252 11 72 630 1 15 10 30 4 10 2
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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 149 823 36 274 867 1 257 176 451 250 587 112 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.62 0.62 0.62 0.62 0.62 0.62 Sat Flow, veh/h 699 3251 141 968 3421 5 320 283 723 311 940 179 Grp Volume(v), veh/h 6 129 134 72 308 323 55 0 0 16 0 0 Grp Sat Flow(s),veh/h/ln 699 1670 1722 968 1670 1757 1326 0 0 1429 0 0 Q Serve(g_s), s 0.6 5.0 5.1 5.2 13.5 13.5 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 14.1 5.0 5.1 10.3 13.5 13.5 1.2 0.0 0.0 0.3 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.00 0.27 0.55 0.25 0.12
Lane Grp Cap(c), veh/h 149 423 436 274 423 445 885 0 0 948 0 0 V/C Ratio(X) 0.04 0.30 0.31 0.26 0.73 0.73 0.06 0.00 0.00 0.02 0.00 0.00 Avail Cap(c_a), veh/h 183 503 519 321 503 529 885 0 0 948 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.87 0.87 0.87 0.91 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.8 24.2 24.2 28.3 27.3 27.3 5.9 0.0 0.0 5.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.4 3.7 3.6 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.0 2.0 1.2 5.6 5.9 0.4 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.9 24.6 24.6 28.8 31.1 30.9 6.0 0.0 0.0 5.7 0.0 0.0 L n G r p L O S CCCCCCA A
Approach Vol, veh/h 269 703 55 16
Approach Delay, s/veh 24.8 30.8 6.0 5.7
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 54.8 25.2 54.8 25.2
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 3.2 16.1 2.3 15.5
Green Ext Time (p_c), s 0.3 0.9 0.1 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 27.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 3: Hill Ave & Colorado Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 160 24 140 522 159 62 554 110 144 641 153 Future Volume (veh/h) 98 160 24 140 522 159 62 554 110 144 641 153 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.96 0.98 0.96 1.00 0.98 0.99 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 104 170 7 149 555 87 66 589 34 153 682 143 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 380 1150 492 552 1132 484 237 924 404 314 795 167 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.08 0.28 0.28 0.10 0.29 0.29 Sat Flow, veh/h 1581 3340 1429 1581 3340 1429 1581 3340 1461 1581 2731 572 Grp Volume(v), veh/h 104 170 7 149 555 87 66 589 34 153 417 408 Grp Sat Flow(s),veh/h/ln 1581 1670 1429 1581 1670 1429 1581 1670 1461 1581 1670 1633 Q Serve(g_s), s 3.9 3.5 0.3 5.9 13.2 4.3 2.8 15.5 1.7 6.7 23.6 23.6 Cycle Q Clear(g_c), s 3.9 3.5 0.3 5.9 13.2 4.3 2.8 15.5 1.7 6.7 23.6 23.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35
Lane Grp Cap(c), veh/h 380 1150 492 552 1132 484 237 924 404 314 486 476 V/C Ratio(X) 0.27 0.15 0.01 0.27 0.49 0.18 0.28 0.64 0.08 0.49 0.86 0.86 Avail Cap(c_a), veh/h 403 1150 492 583 1132 484 307 1039 454 361 519 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.6 22.6 21.6 17.5 26.2 23.3 24.1 31.8 26.8 23.1 33.5 33.5 Incr Delay (d2), s/veh 0.4 0.3 0.1 0.3 1.5 0.8 0.6 1.7 0.2 1.2 14.3 14.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 1.4 0.1 2.1 5.4 1.5 1.1 6.4 0.6 2.5 11.3 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.0 22.9 21.6 17.8 27.7 24.1 24.7 33.5 27.0 24.3 47.8 48.2 L n G r p L O S BCCBCCCCCCDD
Approach Vol, veh/h 281 791 689 978
Approach Delay, s/veh 21.1 25.5 32.3 44.3
A p p r o a c h L O S CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 39.3 14.1 32.6 14.6 38.8 12.6 34.0 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 7.9 5.5 8.7 17.5 5.9 15.2 4.8 25.6 Green Ext Time (p_c), s 0.1 1.7 0.1 5.6 0.1 4.8 0.1 3.5 Intersection Summary
HCM 7th Control Delay, s/veh 33.4
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 4: Holliston Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 3 4 1 8 8 6 90000 5 3 2 9 1 3 8 70 F u t u r e V o l u m e ( v e h / h ) 3 4 1 8 8 6 90000 5 3 2 9 1 3 8 70 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 40 219 59 0 62 1 15 101 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 500 2725 703 0 148 2 58 150 0
Arrive On Green 0.80 0.80 0.80 0.00 0.10 0.10 0.10 0.10 0.00 Sat Flow, veh/h 626 3411 880 0 1552 25 131 1575 0
Grp Volume(v), veh/h 110 101 107 0 0 63 116 0 0
Grp Sat Flow(s),veh/h/ln 1727 1600 1590 0 0 1577 1705 0 0 Q Serve(g_s), s 1.2 1.2 1.3 0.0 0.0 3.4 2.5 0.0 0.0
Cycle Q Clear(g_c), s 1.2 1.2 1.3 0.0 0.0 3.4 5.9 0.0 0.0 Prop In Lane 0.36 0.55 0.00 0.02 0.13 0.00
Lane Grp Cap(c), veh/h 1380 1278 1271 0 0 150 208 0 0
V/C Ratio(X) 0.08 0.08 0.08 0.00 0.00 0.42 0.56 0.00 0.00 Avail Cap(c_a), veh/h 1380 1278 1271 0 0 493 570 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 0.98 0.00 0.00 Uniform Delay (d), s/veh 1.9 1.9 1.9 0.0 0.0 38.4 39.5 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.1 0.0 0.0 1.9 2.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 0.0 0.0 1.4 2.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.1 2.1 2.1 0.0 0.0 40.2 41.7 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 318 63 116
Approach Delay, s/veh 2.1 40.2 41.7
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 76.8 13.2 13.2
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 52.4 28.1 28.1
Max Q Clear Time (g_c+I1), s 3.3 5.4 7.9
Green Ext Time (p_c), s 2.2 0.3 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 16.2
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 16 61 21 0 35 0 580 42 85 716 0 Future Volume (veh/h) 123 16 61 21 0 35 0 580 42 85 716 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 156 0 48 22 0 37 0 611 44 89 754 0 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 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 7 9 80 3 6 30000 1395 100 399 1475 0 Arrive On Green 0.25 0.00 0.25 0.00 0.00 0.00 0.00 0.44 0.44 0.44 0.44 0.00 Sat Flow, veh/h 3162 0 1440 0 0 3246 227 689 3428 0
Grp Volume(v), veh/h 156 0 48 0.0 0 323 332 89 754 0
Grp Sat Flow(s),veh/h/ln 1581 0 1440 0 1670 1715 689 1670 0 Q Serve(g_s), s 1.5 0.0 1.0 0.0 5.2 5.2 4.0 6.3 0.0
Cycle Q Clear(g_c), s 1.5 0.0 1.0 0.0 5.2 5.2 9.1 6.3 0.0 Prop In Lane 1.00 1.00 0.00 0.13 1.00 0.00
Lane Grp Cap(c), veh/h 798 0 363 0 738 757 399 1475 0
V/C Ratio(X) 0.20 0.00 0.13 0.00 0.44 0.44 0.22 0.51 0.00 Avail Cap(c_a), veh/h 2132 0 971 0 1299 1334 630 2599 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.3 0.0 11.1 0.0 7.5 7.5 10.6 7.8 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.4 0.4 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.3 0.0 1.3 1.4 0.5 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.5 0.0 11.3 0.0 7.9 7.9 10.9 8.0 0.0 L n G r p L O S B B AABA
Approach Vol, veh/h 204 655 843
Approach Delay, s/veh 11.4 7.9 8.3
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 20.9 17.6 20.9
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 7.2 3.5 11.1
Green Ext Time (p_c), s 4.2 0.7 5.9
Intersection Summary
HCM 7th Control Delay, s/veh 8.5
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Existing Conditions (2025) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 16 75 12 10 13 323 460 60 73 495 232 Future Volume (veh/h) 103 16 75 12 10 13 323 460 60 73 495 232 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.98 1.00 0.99 1.00 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 116 18 8 13 11 2 363 517 58 82 556 192 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 247 250 209 242 205 37 546 2254 252 517 1427 491 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.11 0.74 0.74 0.59 0.59 0.59 Sat Flow, veh/h 1231 1758 1474 1217 1441 262 1581 3026 338 742 2419 832 Grp Volume(v), veh/h 116 18 8 13 0 13 363 285 290 82 383 365 Grp Sat Flow(s),veh/h/ln 1231 1758 1474 1217 0 1703 1581 1670 1695 742 1670 1581 Q Serve(g_s), s 8.1 0.8 0.4 0.8 0.0 0.6 7.5 4.7 4.8 4.6 11.0 11.1 Cycle Q Clear(g_c), s 8.7 0.8 0.4 1.6 0.0 0.6 7.5 4.7 4.8 4.6 11.0 11.1 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.20 1.00 0.53
Lane Grp Cap(c), veh/h 247 250 209 242 0 242 546 1244 1262 517 985 933 V/C Ratio(X) 0.47 0.07 0.04 0.05 0.00 0.05 0.66 0.23 0.23 0.16 0.39 0.39 Avail Cap(c_a), veh/h 429 510 427 422 0 494 581 1244 1262 517 985 933 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 0.00 1.00 0.80 0.80 0.80 0.91 0.91 0.91 Uniform Delay (d), s/veh 37.1 33.5 33.3 34.2 0.0 33.4 6.8 3.5 3.5 8.5 9.8 9.8 Incr Delay (d2), s/veh 2.0 0.2 0.1 0.1 0.0 0.1 1.9 0.3 0.3 0.6 1.1 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.4 0.2 0.3 0.0 0.3 2.2 1.3 1.3 0.8 4.0 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.1 33.6 33.4 34.3 0.0 33.5 8.7 3.9 3.9 9.1 10.9 11.0 L n G r p L O S DCCC C AAAABB
Approach Vol, veh/h 142 26 938 830
Approach Delay, s/veh 38.1 33.9 5.7 10.7
Approach LOS D C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.9 18.1 13.9 58.0 18.1
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 6.8 10.7 9.5 13.1 3.6
Green Ext Time (p_c), s 5.9 0.6 0.2 8.2 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 10.6
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 7: Hill Ave & Del Mar Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 427 24 11 814 243 115 448 30 143 250 189 Future Volume (veh/h) 108 427 24 11 814 243 115 448 30 143 250 189 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 111 440 22 11 839 70 119 462 27 147 258 74 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 166 1095 55 166 1131 492 296 737 43 348 1023 286 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.23 0.23 0.23 0.12 0.40 0.40 Sat Flow, veh/h 1581 3233 161 1581 3340 1453 920 3201 187 1581 2561 717 Grp Volume(v), veh/h 111 227 235 11 839 70 119 240 249 147 166 166 Grp Sat Flow(s),veh/h/ln 1581 1670 1725 1581 1670 1453 920 1670 1718 1581 1670 1608 Q Serve(g_s), s 5.8 8.9 9.0 0.5 19.0 2.9 9.8 11.1 11.2 5.5 5.7 5.9 Cycle Q Clear(g_c), s 5.8 8.9 9.0 0.5 19.0 2.9 9.8 11.1 11.2 5.5 5.7 5.9 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.11 1.00 0.45
Lane Grp Cap(c), veh/h 166 565 584 166 1131 492 296 385 396 348 667 642 V/C Ratio(X) 0.67 0.40 0.40 0.07 0.74 0.14 0.40 0.63 0.63 0.42 0.25 0.26 Avail Cap(c_a), veh/h 271 794 820 271 1588 691 410 592 608 435 667 642 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 37.0 21.7 21.7 34.6 25.1 19.7 29.2 29.7 29.7 20.0 17.2 17.3 Incr Delay (d2), s/veh 4.6 0.7 0.6 0.2 1.6 0.2 1.3 2.4 2.3 1.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 3.4 3.6 0.2 7.3 1.0 2.2 4.6 4.8 2.1 2.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.6 22.4 22.4 34.8 26.6 19.9 30.5 32.1 32.1 21.2 17.4 17.5 L n G r p L O S DCCCCBCCCCBB
Approach Vol, veh/h 573 920 608 479
Approach Delay, s/veh 26.1 26.2 31.7 18.6
Approach LOS C C C B
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 33.6 14.5 24.3 13.5 33.6 38.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 7.8 21.0 7.5 13.2 2.5 11.0 7.9 Green Ext Time (p_c), s 0.1 8.0 0.3 4.6 0.0 4.1 1.9
Intersection Summary
HCM 7th Control Delay, s/veh 26.1
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 1: Wilson Ave & Green St Ti ming Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 6 8 5 3 1 5 00000 2 4 6 3 3 3 0 1 6 10 F u t u r e V o l u m e ( v e h / h ) 6 8 5 3 1 5 00000 2 4 6 3 3 3 0 1 6 10 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.96 0.99 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 76 590 56 0 273 37 33 179 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 259 2006 189 0 655 534 117 554 0
Arrive On Green 0.49 0.49 0.49 0.00 0.37 0.37 0.37 0.37 0.00 Sat Flow, veh/h 527 4082 384 0 1758 1432 154 1486 0
Grp Volume(v), veh/h 250 230 242 0 273 37 212 0 0
Grp Sat Flow(s),veh/h/ln 1732 1600 1662 0 1758 1432 1640 0 0 Q Serve(g_s), s 6.0 6.0 6.1 0.0 8.1 1.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.0 6.0 6.1 0.0 8.1 1.2 6.0 0.0 0.0 Prop In Lane 0.30 0.23 0.00 1.00 0.16 0.00
Lane Grp Cap(c), veh/h 851 786 817 0 655 534 671 0 0
V/C Ratio(X) 0.29 0.29 0.30 0.00 0.42 0.07 0.32 0.00 0.00 Avail Cap(c_a), veh/h 851 786 817 0 655 534 671 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.6 10.6 10.6 0.0 16.3 14.1 15.7 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.9 0.9 0.0 1.9 0.3 1.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.1 2.3 0.0 3.4 0.4 2.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.5 11.5 11.5 0.0 18.2 14.4 16.9 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 722 310 212
Approach Delay, s/veh 11.5 17.8 16.9
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 39.3 30.7 30.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 34.4 26.1 26.1
Max Q Clear Time (g_c+I1), s 8.1 8.0 10.1
Green Ext Time (p_c), s 0.9 0.2 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 14.0
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 2: Holliston Ave & Colorado Blvd Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 565 32 59 562 3 27 27 84 18 10 9 Future Volume (veh/h) 17 565 32 59 562 3 27 27 84 18 10 9 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.97 0.90 0.97 0.91 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1660 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 18 582 28 61 579 2 28 28 69 19 10 5 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 197 944 45 186 1000 3 203 203 433 463 233 108 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 718 3224 155 701 3413 12 253 347 740 673 398 185 Grp Volume(v), veh/h 18 301 309 61 283 298 125 0 0 34 0 0 Grp Sat Flow(s),veh/h/ln 718 1670 1709 701 1670 1754 1341 0 0 1255 0 0 Q Serve(g_s), s 1.8 12.4 12.5 6.6 11.6 11.6 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.3 12.4 12.5 19.1 11.6 11.6 3.2 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.01 0.22 0.55 0.56 0.15
Lane Grp Cap(c), veh/h 197 489 501 186 489 514 839 0 0 804 0 0 V/C Ratio(X) 0.09 0.62 0.62 0.33 0.58 0.58 0.15 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 203 503 515 192 503 529 839 0 0 804 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 29.8 24.4 24.4 32.6 24.1 24.1 7.6 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 2.1 2.1 0.9 1.5 1.4 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.0 5.1 1.1 4.6 4.8 1.0 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.0 26.5 26.6 33.6 25.5 25.5 7.9 0.0 0.0 7.2 0.0 0.0 L n G r p L O S CCCCCCA A
Approach Vol, veh/h 628 642 125 34
Approach Delay, s/veh 26.6 26.3 7.9 7.2
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 51.7 28.3 51.7 28.3
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 5.2 15.3 2.8 21.1
Green Ext Time (p_c), s 0.8 2.6 0.2 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 24.4
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 3: Hill Ave & Colorado Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 149 456 64 117 418 197 59 644 278 121 343 118 Future Volume (veh/h) 149 456 64 117 418 197 59 644 278 121 343 118 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.95 0.99 0.96 0.99 0.96 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 154 470 15 121 431 107 61 664 133 125 354 88 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 436 1206 513 429 1166 494 338 881 376 274 735 180 Arrive On Green 0.11 0.36 0.36 0.10 0.35 0.35 0.08 0.26 0.26 0.10 0.28 0.28 Sat Flow, veh/h 1581 3340 1421 1581 3340 1415 1581 3340 1426 1581 2634 644 Grp Volume(v), veh/h 154 470 15 121 431 107 61 664 133 125 222 220 Grp Sat Flow(s),veh/h/ln 1581 1670 1421 1581 1670 1415 1581 1670 1426 1581 1670 1609 Q Serve(g_s), s 5.9 10.5 0.7 4.6 9.6 5.3 2.6 18.3 7.6 5.5 11.1 11.4 Cycle Q Clear(g_c), s 5.9 10.5 0.7 4.6 9.6 5.3 2.6 18.3 7.6 5.5 11.1 11.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 436 1206 513 429 1166 494 338 881 376 274 466 449 V/C Ratio(X) 0.35 0.39 0.03 0.28 0.37 0.22 0.18 0.75 0.35 0.46 0.48 0.49 Avail Cap(c_a), veh/h 451 1206 513 463 1166 494 411 1039 444 323 519 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 0.62 1.00 1.00 1.00 0.77 0.77 0.77 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.9 23.8 20.6 17.2 24.3 22.9 22.8 33.8 29.9 24.3 30.0 30.1 Incr Delay (d2), s/veh 0.3 0.6 0.1 0.4 0.9 1.0 0.2 2.9 0.9 1.2 1.6 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 2.1 4.2 0.2 1.7 3.9 1.9 1.0 7.6 2.7 2.1 4.6 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.2 24.4 20.7 17.5 25.2 23.9 23.0 36.7 30.8 25.5 31.6 31.9 L n G r p L O S BCCBCCCDCCCC
Approach Vol, veh/h 639 659 858 567
Approach Delay, s/veh 22.5 23.6 34.8 30.4
A p p r o a c h L O S CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.9 41.0 13.9 31.3 15.0 39.8 12.4 32.8 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 6.6 12.5 7.5 20.3 7.9 11.6 4.6 13.4 Green Ext Time (p_c), s 0.1 4.4 0.1 5.8 0.1 4.8 0.1 4.4 Intersection Summary
HCM 7th Control Delay, s/veh 28.3
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 4: Holliston Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 5 8 5 1 9 3 90000 5 3 2 8 1 8 6 40 F u t u r e V o l u m e ( v e h / h ) 5 8 5 1 9 3 90000 5 3 2 8 1 8 6 40 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 0.97 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 60 535 34 0 55 5 19 66 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 384 3423 216 0 137 12 70 134 0
Arrive On Green 0.80 0.80 0.80 0.00 0.10 0.10 0.10 0.10 0.00 Sat Flow, veh/h 481 4287 271 0 1424 129 223 1393 0
Grp Volume(v), veh/h 216 199 214 0 0 60 85 0 0
Grp Sat Flow(s),veh/h/ln 1734 1600 1706 0 0 1553 1616 0 0 Q Serve(g_s), s 2.6 2.6 2.6 0.0 0.0 3.3 1.2 0.0 0.0
Cycle Q Clear(g_c), s 2.6 2.6 2.6 0.0 0.0 3.3 4.5 0.0 0.0 Prop In Lane 0.28 0.16 0.00 0.08 0.22 0.00
Lane Grp Cap(c), veh/h 1384 1277 1362 0 0 149 204 0 0
V/C Ratio(X) 0.16 0.16 0.16 0.00 0.00 0.40 0.42 0.00 0.00 Avail Cap(c_a), veh/h 1384 1277 1362 0 0 312 373 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.00 0.00 1.00 0.93 0.00 0.00 Uniform Delay (d), s/veh 2.1 2.1 2.1 0.0 0.0 38.3 38.7 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.2 0.0 0.0 1.7 1.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.6 0.7 0.0 0.0 1.3 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.3 2.3 2.3 0.0 0.0 40.0 40.0 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 629 60 85
Approach Delay, s/veh 2.3 40.0 40.0
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 76.8 13.2 13.2
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 62.4 18.1 18.1
Max Q Clear Time (g_c+I1), s 4.6 5.3 6.5
Green Ext Time (p_c), s 4.6 0.2 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 9.4
HCM 7th LOS A
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 276 6 205 65 0 54 0 676 28 18 531 0 Future Volume (veh/h) 276 6 205 65 0 54 0 676 28 18 531 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.96 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 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 372 0 151 71 0 59 0 735 30 20 577 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 9 5 40 4 3 60000 1234 50 318 1262 0
Arrive On Green 0.30 0.00 0.30 0.00 0.00 0.00 0.00 0.38 0.38 0.38 0.38 0.00 Sat Flow, veh/h 3162 0 1445 0 0 3353 133 622 3428 0
Grp Volume(v), veh/h 372 0 151 0.0 0 376 389 20 577 0
Grp Sat Flow(s),veh/h/ln 1581 0 1445 0 1670 1728 622 1670 0 Q Serve(g_s), s 3.4 0.0 3.0 0.0 6.7 6.7 1.0 4.8 0.0
Cycle Q Clear(g_c), s 3.4 0.0 3.0 0.0 6.7 6.7 7.6 4.8 0.0 Prop In Lane 1.00 1.00 0.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 954 0 436 0 631 653 318 1262 0
V/C Ratio(X) 0.39 0.00 0.35 0.00 0.60 0.60 0.06 0.46 0.00 Avail Cap(c_a), veh/h 2231 0 1020 0 1360 1407 589 2719 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.2 0.0 10.0 0.0 9.2 9.2 12.3 8.6 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.5 0.0 0.9 0.9 0.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.8 0.0 1.8 1.9 0.1 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.4 0.0 10.5 0.0 10.1 10.1 12.4 8.9 0.0 L n G r p L O S B B BBBA
Approach Vol, veh/h 523 765 597
Approach Delay, s/veh 10.5 10.1 9.0
Approach LOS B B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 17.8 19.0 17.8
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 8.7 5.4 9.6
Green Ext Time (p_c), s 4.9 1.9 4.1
Intersection Summary
HCM 7th Control Delay, s/veh 9.8
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Existing Conditions (2025) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 8 167 82 34 121 113 420 14 15 580 158 Future Volume (veh/h) 108 8 167 82 34 121 113 420 14 15 580 158 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 116 9 20 88 37 14 122 452 13 16 624 147 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 227 262 222 257 181 68 524 2446 70 571 1599 376 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.10 0.74 0.74 0.60 0.60 0.60 Sat Flow, veh/h 1202 1758 1490 1226 1215 460 1581 3315 95 823 2683 631 Grp Volume(v), veh/h 116 9 20 88 0 51 122 227 238 16 388 383 Grp Sat Flow(s),veh/h/ln 1202 1758 1490 1226 0 1675 1581 1670 1741 823 1670 1644 Q Serve(g_s), s 8.4 0.4 1.0 6.0 0.0 2.4 2.2 3.7 3.7 0.7 11.0 11.0 Cycle Q Clear(g_c), s 10.8 0.4 1.0 6.3 0.0 2.4 2.2 3.7 3.7 0.7 11.0 11.0 Prop In Lane 1.00 1.00 1.00 0.27 1.00 0.05 1.00 0.38
Lane Grp Cap(c), veh/h 227 262 222 257 0 249 524 1232 1284 571 995 980 V/C Ratio(X) 0.51 0.03 0.09 0.34 0.00 0.20 0.23 0.18 0.19 0.03 0.39 0.39 Avail Cap(c_a), veh/h 396 510 432 430 0 486 579 1232 1284 571 995 980 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 0.00 1.00 0.88 0.88 0.88 0.89 0.89 0.89 Uniform Delay (d), s/veh 38.4 32.8 33.0 35.5 0.0 33.6 5.2 3.6 3.6 7.5 9.6 9.6 Incr Delay (d2), s/veh 2.5 0.1 0.2 0.8 0.0 0.4 0.1 0.3 0.3 0.1 1.0 1.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.2 0.4 1.8 0.0 1.0 0.6 1.1 1.1 0.1 3.9 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.9 32.8 33.3 36.3 0.0 34.0 5.3 3.9 3.9 7.6 10.6 10.6 L n G r p L O S DCCD C AAAABB
Approach Vol, veh/h 145 139 587 787
Approach Delay, s/veh 39.4 35.4 4.2 10.5
Approach LOS D D A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.3 18.7 12.8 58.5 18.7
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 5.7 12.8 4.2 13.0 8.3
Green Ext Time (p_c), s 4.6 0.6 0.1 7.6 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.9
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Conditions (2025) 7: Hill Ave & Del Mar Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 866 28 43 493 196 38 237 35 411 337 130 Future Volume (veh/h) 102 866 28 43 493 196 38 237 35 411 337 130 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 0.98 0.95 0.98 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 111 941 28 47 536 59 41 258 26 447 366 102 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 153 1174 35 153 1185 511 235 599 60 443 1035 284 Arrive On Green 0.10 0.35 0.35 0.10 0.35 0.35 0.20 0.20 0.20 0.16 0.40 0.40 Sat Flow, veh/h 1581 3308 98 1581 3340 1440 804 3050 304 1581 2569 705 Grp Volume(v), veh/h 111 475 494 47 536 59 41 140 144 447 236 232 Grp Sat Flow(s),veh/h/ln 1581 1670 1736 1581 1670 1440 804 1670 1684 1581 1670 1603 Q Serve(g_s), s 6.3 23.8 23.8 2.6 11.5 2.6 4.0 6.8 7.0 14.7 9.1 9.4 Cycle Q Clear(g_c), s 6.3 23.8 23.8 2.6 11.5 2.6 4.0 6.8 7.0 14.7 9.1 9.4 Prop In Lane 1.00 0.06 1.00 1.00 1.00 0.18 1.00 0.44
Lane Grp Cap(c), veh/h 153 593 616 153 1185 511 235 328 330 443 673 646 V/C Ratio(X) 0.72 0.80 0.80 0.31 0.45 0.12 0.17 0.43 0.44 1.01 0.35 0.36 Avail Cap(c_a), veh/h 250 733 762 250 1467 632 341 546 551 443 673 646 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 40.8 27.0 27.0 39.1 23.0 20.2 31.6 32.8 32.8 29.4 19.3 19.4 Incr Delay (d2), s/veh 6.4 5.9 5.7 1.1 0.4 0.1 0.5 1.3 1.3 45.0 0.3 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 2.7 10.0 10.3 1.0 4.4 0.9 0.8 2.8 2.9 9.2 3.5 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.1 32.9 32.7 40.2 23.4 20.3 32.1 34.0 34.1 74.4 19.6 19.7 L n G r p L O S DCCDCCCCCFBB
Approach Vol, veh/h 1080 642 325 915
Approach Delay, s/veh 34.3 24.4 33.8 46.4
A p p r o a c h L O S CCCD
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 37.5 19.2 22.7 13.5 37.5 41.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 8.3 13.5 16.7 9.0 4.6 25.8 11.4 Green Ext Time (p_c), s 0.1 5.6 0.0 2.6 0.0 7.1 2.7
Intersection Summary
HCM 7th Control Delay, s/veh 35.8
HCM 7th LOS D
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 1: Wilson Ave & Green St Ti ming Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 9 2 1 2 4 80000 1 8 6 5 2 4 5 2 4 30 F u t u r e V o l u m e ( v e h / h ) 1 9 2 1 2 4 80000 1 8 6 5 2 4 5 2 4 30 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 20 223 51 0 196 55 47 256 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 162 1789 387 0 681 573 121 579 0
Arrive On Green 0.48 0.48 0.48 0.00 0.39 0.39 0.39 0.39 0.00 Sat Flow, veh/h 340 3750 810 0 1758 1480 158 1495 0
Grp Volume(v), veh/h 102 93 98 0 196 55 303 0 0
Grp Sat Flow(s),veh/h/ln 1741 1600 1560 0 1758 1480 1653 0 0 Q Serve(g_s), s 2.3 2.3 2.5 0.0 5.4 1.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.3 2.3 2.5 0.0 5.4 1.7 8.9 0.0 0.0 Prop In Lane 0.20 0.52 0.00 1.00 0.16 0.00
Lane Grp Cap(c), veh/h 831 763 744 0 681 573 699 0 0
V/C Ratio(X) 0.12 0.12 0.13 0.00 0.29 0.10 0.43 0.00 0.00 Avail Cap(c_a), veh/h 831 763 744 0 681 573 699 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.2 10.2 10.2 0.0 14.8 13.7 15.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.4 0.0 1.1 0.3 2.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.8 0.9 0.0 2.2 0.6 3.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.5 10.5 10.6 0.0 15.9 14.0 17.8 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 294 251 303
Approach Delay, s/veh 10.5 15.5 17.8
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.3 31.7 31.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 33.4 27.1 27.1
Max Q Clear Time (g_c+I1), s 4.5 10.9 7.4
Green Ext Time (p_c), s 0.4 0.4 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 14.6
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 2: Holliston Ave & Colorado Blvd Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 242 27 77 606 3 14 10 49 4 14 3 Future Volume (veh/h) 6 242 27 77 606 3 14 10 49 4 14 3 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.94 0.98 0.96 0.99 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1758 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 6 252 17 80 631 2 15 10 31 4 15 2
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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 149 803 54 272 867 3 252 173 457 197 685 87
Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.62 0.62 0.62 0.62 0.62 0.62 Sat Flow, veh/h 698 3162 212 963 3415 11 313 278 733 229 1098 140 Grp Volume(v), veh/h 6 132 137 80 309 324 56 0 0 21 0 0 Grp Sat Flow(s),veh/h/ln 698 1670 1704 963 1670 1755 1324 0 0 1468 0 0 Q Serve(g_s), s 0.6 5.1 5.2 5.9 13.5 13.5 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 14.2 5.1 5.2 11.1 13.5 13.5 1.2 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.01 0.27 0.55 0.19 0.10
Lane Grp Cap(c), veh/h 149 424 433 272 424 446 883 0 0 969 0 0 V/C Ratio(X) 0.04 0.31 0.32 0.29 0.73 0.73 0.06 0.00 0.00 0.02 0.00 0.00 Avail Cap(c_a), veh/h 182 503 513 317 503 529 883 0 0 969 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.87 0.87 0.87 0.92 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.8 24.2 24.2 28.7 27.3 27.3 5.9 0.0 0.0 5.7 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.5 3.8 3.6 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.0 2.1 1.4 5.6 5.9 0.4 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.9 24.6 24.6 29.2 31.1 30.9 6.0 0.0 0.0 5.8 0.0 0.0 L n G r p L O S CCCCCCA A
Approach Vol, veh/h 275 713 56 21
Approach Delay, s/veh 24.8 30.8 6.0 5.8
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 54.8 25.2 54.8 25.2
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 3.2 16.2 2.4 15.5
Green Ext Time (p_c), s 0.3 0.9 0.1 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 27.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 3: Hill Ave & Colorado Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 98 160 24 149 522 159 64 558 112 144 653 161 Future Volume (veh/h) 98 160 24 149 522 159 64 558 112 144 653 161 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.96 0.98 0.96 1.00 0.98 0.99 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 104 170 7 159 555 88 68 594 35 153 695 151 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 376 1134 485 547 1117 478 236 939 411 316 799 174 Arrive On Green 0.10 0.34 0.34 0.10 0.33 0.33 0.08 0.28 0.28 0.10 0.29 0.29 Sat Flow, veh/h 1581 3340 1429 1581 3340 1428 1581 3340 1461 1581 2711 589 Grp Volume(v), veh/h 104 170 7 159 555 88 68 594 35 153 428 418 Grp Sat Flow(s),veh/h/ln 1581 1670 1429 1581 1670 1428 1581 1670 1461 1581 1670 1630 Q Serve(g_s), s 4.0 3.5 0.3 6.3 13.3 4.4 2.8 15.5 1.8 6.6 24.3 24.3 Cycle Q Clear(g_c), s 4.0 3.5 0.3 6.3 13.3 4.4 2.8 15.5 1.8 6.6 24.3 24.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 376 1134 485 547 1117 478 236 939 411 316 492 481 V/C Ratio(X) 0.28 0.15 0.01 0.29 0.50 0.18 0.29 0.63 0.09 0.48 0.87 0.87 Avail Cap(c_a), veh/h 399 1134 485 578 1117 478 304 1039 454 363 519 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 23.0 21.9 17.9 26.6 23.6 24.0 31.4 26.5 22.8 33.4 33.4 Incr Delay (d2), s/veh 0.4 0.3 0.1 0.3 1.6 0.8 0.6 1.7 0.2 1.1 15.5 16.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.4 0.1 2.3 5.4 1.6 1.1 6.4 0.6 2.5 11.7 11.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.3 23.3 22.0 18.2 28.1 24.5 24.6 33.1 26.6 24.0 49.0 49.4 L n G r p L O S BCCBCCCCCCDD
Approach Vol, veh/h 281 802 697 999
Approach Delay, s/veh 21.4 25.8 31.9 45.3
A p p r o a c h L O S CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.1 38.8 14.1 33.0 14.6 38.3 12.7 34.4 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 8.3 5.5 8.6 17.5 6.0 15.3 4.8 26.3 Green Ext Time (p_c), s 0.1 1.7 0.1 5.6 0.1 4.8 0.1 3.2 Intersection Summary
HCM 7th Control Delay, s/veh 33.9
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 4: Holliston Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 3 4 1 8 8 8 90000 5 3 2 9 1 3 1 0 50 F u t u r e V o l u m e ( v e h / h ) 3 4 1 8 8 8 90000 5 3 2 9 1 3 1 0 50 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 40 219 81 0 62 3 15 122 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 459 2502 872 0 162 8 56 174 0
Arrive On Green 0.79 0.79 0.79 0.00 0.11 0.11 0.11 0.11 0.00 Sat Flow, veh/h 584 3182 1109 0 1496 72 106 1609 0
Grp Volume(v), veh/h 118 109 113 0 0 65 137 0 0
Grp Sat Flow(s),veh/h/ln 1729 1600 1546 0 0 1569 1715 0 0 Q Serve(g_s), s 1.4 1.4 1.5 0.0 0.0 3.5 2.8 0.0 0.0
Cycle Q Clear(g_c), s 1.4 1.4 1.5 0.0 0.0 3.5 6.9 0.0 0.0 Prop In Lane 0.34 0.72 0.00 0.05 0.11 0.00
Lane Grp Cap(c), veh/h 1359 1258 1216 0 0 170 230 0 0
V/C Ratio(X) 0.09 0.09 0.09 0.00 0.00 0.38 0.60 0.00 0.00 Avail Cap(c_a), veh/h 1359 1258 1216 0 0 490 573 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 0.97 0.00 0.00 Uniform Delay (d), s/veh 2.2 2.2 2.2 0.0 0.0 37.3 38.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.2 0.0 0.0 1.4 2.4 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.4 0.0 0.0 1.4 3.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.3 2.3 2.4 0.0 0.0 38.8 41.2 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 340 65 137
Approach Delay, s/veh 2.3 38.8 41.2
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 75.7 14.3 14.3
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 52.4 28.1 28.1
Max Q Clear Time (g_c+I1), s 3.5 5.5 8.9
Green Ext Time (p_c), s 2.3 0.3 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 16.5
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 131 16 70 21 0 35 0 580 42 85 737 0 Future Volume (veh/h) 131 16 70 21 0 35 0 580 42 85 737 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 168 0 55 22 0 37 0 611 44 89 776 0 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 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 8 0 60 3 6 70000 1398 101 397 1479 0 Arrive On Green 0.25 0.00 0.25 0.00 0.00 0.00 0.00 0.44 0.44 0.44 0.44 0.00 Sat Flow, veh/h 3162 0 1440 0 0 3246 227 689 3428 0
Grp Volume(v), veh/h 168 0 55 0.0 0 323 332 89 776 0
Grp Sat Flow(s),veh/h/ln 1581 0 1440 0 1670 1715 689 1670 0 Q Serve(g_s), s 1.6 0.0 1.2 0.0 5.2 5.2 4.0 6.6 0.0
Cycle Q Clear(g_c), s 1.6 0.0 1.2 0.0 5.2 5.2 9.2 6.6 0.0 Prop In Lane 1.00 1.00 0.00 0.13 1.00 0.00
Lane Grp Cap(c), veh/h 806 0 367 0 739 759 397 1479 0
V/C Ratio(X) 0.21 0.00 0.15 0.00 0.44 0.44 0.22 0.52 0.00 Avail Cap(c_a), veh/h 2106 0 959 0 1283 1318 622 2567 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.4 0.0 11.3 0.0 7.5 7.5 10.7 7.9 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.4 0.4 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.3 0.0 1.3 1.4 0.5 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.6 0.0 11.5 0.0 7.9 7.9 11.0 8.2 0.0 L n G r p L O S B B AABA
Approach Vol, veh/h 223 655 865
Approach Delay, s/veh 11.5 7.9 8.5
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 21.2 17.9 21.2
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 7.2 3.6 11.2
Green Ext Time (p_c), s 4.2 0.7 6.1
Intersection Summary
HCM 7th Control Delay, s/veh 8.7
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 16 75 12 10 13 335 460 60 73 501 256 Future Volume (veh/h) 103 16 75 12 10 13 335 460 60 73 501 256 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.98 1.00 0.99 1.00 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 116 18 5 13 11 2 376 517 58 82 563 217 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 246 249 209 242 204 37 536 2254 252 515 1372 527 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.11 0.74 0.74 0.59 0.59 0.59 Sat Flow, veh/h 1231 1758 1474 1220 1441 262 1581 3026 338 742 2338 898 Grp Volume(v), veh/h 116 18 5 13 0 13 376 285 290 82 402 378 Grp Sat Flow(s),veh/h/ln 1231 1758 1474 1220 0 1703 1581 1670 1695 742 1670 1566 Q Serve(g_s), s 8.1 0.8 0.3 0.8 0.0 0.6 7.8 4.7 4.7 4.6 11.8 11.8 Cycle Q Clear(g_c), s 8.7 0.8 0.3 1.6 0.0 0.6 7.8 4.7 4.7 4.6 11.8 11.8 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.20 1.00 0.57
Lane Grp Cap(c), veh/h 246 249 209 242 0 241 536 1244 1262 515 980 919 V/C Ratio(X) 0.47 0.07 0.02 0.05 0.00 0.05 0.70 0.23 0.23 0.16 0.41 0.41 Avail Cap(c_a), veh/h 429 510 427 423 0 494 565 1244 1262 515 980 919 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 0.00 1.00 0.80 0.80 0.80 0.91 0.91 0.91 Uniform Delay (d), s/veh 37.2 33.5 33.3 34.2 0.0 33.4 7.4 3.5 3.5 8.6 10.1 10.1 Incr Delay (d2), s/veh 2.0 0.2 0.1 0.1 0.0 0.1 2.7 0.3 0.3 0.6 1.2 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.4 0.1 0.3 0.0 0.3 2.4 1.3 1.3 0.8 4.3 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.1 33.7 33.3 34.3 0.0 33.5 10.1 3.9 3.9 9.2 11.3 11.4 L n G r p L O S DCCC C BAAABB
Approach Vol, veh/h 139 26 951 862
Approach Delay, s/veh 38.2 33.9 6.3 11.1
Approach LOS D C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.9 18.1 14.2 57.7 18.1
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 6.7 10.7 9.8 13.8 3.6
Green Ext Time (p_c), s 5.9 0.6 0.2 8.5 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 11.0
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 7: Hill Ave & Del Mar Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 427 24 11 818 243 119 460 30 144 253 191 Future Volume (veh/h) 108 427 24 11 818 243 119 460 30 144 253 191 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 111 440 22 11 843 79 123 474 27 148 261 75 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 165 1097 55 165 1133 493 297 746 42 345 1025 287 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.23 0.23 0.23 0.12 0.40 0.40 Sat Flow, veh/h 1581 3233 161 1581 3340 1453 917 3206 182 1581 2560 718 Grp Volume(v), veh/h 111 227 235 11 843 79 123 246 255 148 168 168 Grp Sat Flow(s),veh/h/ln 1581 1670 1725 1581 1670 1453 917 1670 1719 1581 1670 1608 Q Serve(g_s), s 5.8 9.0 9.0 0.5 19.3 3.3 10.3 11.5 11.5 5.6 5.8 6.0 Cycle Q Clear(g_c), s 5.8 9.0 9.0 0.5 19.3 3.3 10.3 11.5 11.5 5.6 5.8 6.0 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.11 1.00 0.45
Lane Grp Cap(c), veh/h 165 567 585 165 1133 493 297 388 400 345 669 644 V/C Ratio(X) 0.67 0.40 0.40 0.07 0.74 0.16 0.41 0.63 0.64 0.43 0.25 0.26 Avail Cap(c_a), veh/h 269 788 814 269 1577 686 406 587 604 431 669 644 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 37.3 21.8 21.8 34.9 25.2 19.9 29.4 29.9 29.9 20.1 17.3 17.4 Incr Delay (d2), s/veh 4.7 0.7 0.6 0.2 1.6 0.2 1.3 2.4 2.4 1.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 3.5 3.6 0.2 7.5 1.1 2.3 4.7 4.9 2.1 2.2 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.0 22.5 22.5 35.1 26.8 20.2 30.7 32.3 32.3 21.3 17.5 17.6 L n G r p L O S DCCDCCCCCCBB
Approach Vol, veh/h 573 933 624 484
Approach Delay, s/veh 26.3 26.4 32.0 18.7
Approach LOS C C C B
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 33.8 14.5 24.6 13.5 33.8 39.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 7.8 21.3 7.6 13.5 2.5 11.0 8.0 Green Ext Time (p_c), s 0.1 8.1 0.3 4.7 0.0 4.1 2.0
Intersection Summary
HCM 7th Control Delay, s/veh 26.3
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 1: Wilson Ave & Green St Ti ming Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 6 8 5 3 3 5 00000 2 4 6 3 4 3 1 1 6 10 F u t u r e V o l u m e ( v e h / h ) 6 8 5 3 3 5 00000 2 4 6 3 4 3 1 1 6 10 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.96 0.99 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 76 592 56 0 273 38 34 179 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 258 2008 188 0 655 534 119 550 0
Arrive On Green 0.49 0.49 0.49 0.00 0.37 0.37 0.37 0.37 0.00 Sat Flow, veh/h 525 4085 383 0 1758 1432 160 1476 0
Grp Volume(v), veh/h 251 231 243 0 273 38 213 0 0
Grp Sat Flow(s),veh/h/ln 1732 1600 1662 0 1758 1432 1636 0 0 Q Serve(g_s), s 6.0 6.0 6.1 0.0 8.1 1.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.0 6.0 6.1 0.0 8.1 1.2 6.1 0.0 0.0 Prop In Lane 0.30 0.23 0.00 1.00 0.16 0.00
Lane Grp Cap(c), veh/h 851 786 817 0 655 534 669 0 0
V/C Ratio(X) 0.29 0.29 0.30 0.00 0.42 0.07 0.32 0.00 0.00 Avail Cap(c_a), veh/h 851 786 817 0 655 534 669 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.6 10.6 10.6 0.0 16.3 14.1 15.7 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.9 0.9 0.0 1.9 0.3 1.2 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 2.1 2.3 0.0 3.4 0.4 2.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.5 11.5 11.5 0.0 18.2 14.4 16.9 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 724 311 213
Approach Delay, s/veh 11.5 17.8 16.9
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 39.3 30.7 30.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 34.4 26.1 26.1
Max Q Clear Time (g_c+I1), s 8.1 8.1 10.1
Green Ext Time (p_c), s 0.9 0.2 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 14.0
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 2: Holliston Ave & Colorado Blvd Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 565 33 60 568 7 27 27 84 18 11 9 Future Volume (veh/h) 17 565 33 60 568 7 27 27 84 18 11 9 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.97 0.90 0.97 0.91 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1758 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 18 582 28 62 586 6 28 28 66 19 11 6 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 193 946 45 186 992 10 208 207 424 441 244 123 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 712 3224 155 701 3383 35 261 354 725 637 418 211 Grp Volume(v), veh/h 18 301 309 62 289 303 122 0 0 36 0 0 Grp Sat Flow(s),veh/h/ln 712 1670 1709 701 1670 1748 1340 0 0 1265 0 0 Q Serve(g_s), s 1.8 12.4 12.5 6.7 11.8 11.9 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.6 12.4 12.5 19.2 11.8 11.9 3.1 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.02 0.23 0.54 0.53 0.17
Lane Grp Cap(c), veh/h 193 490 501 186 490 513 838 0 0 808 0 0 V/C Ratio(X) 0.09 0.61 0.62 0.33 0.59 0.59 0.15 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 199 503 515 192 503 527 838 0 0 808 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 30.0 24.4 24.4 32.7 24.2 24.2 7.6 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 2.1 2.1 1.0 1.6 1.5 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.0 5.1 1.2 4.7 4.9 1.0 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.2 26.5 26.5 33.6 25.8 25.7 7.9 0.0 0.0 7.2 0.0 0.0 L n G r p L O S CCCCCCA A
Approach Vol, veh/h 628 654 122 36
Approach Delay, s/veh 26.6 26.5 7.9 7.2
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 51.6 28.4 51.6 28.4
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 5.1 15.6 2.8 21.2
Green Ext Time (p_c), s 0.8 2.5 0.2 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 24.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 3: Hill Ave & Colorado Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 149 456 64 118 418 197 69 663 287 121 345 119 Future Volume (veh/h) 149 456 64 118 418 197 69 663 287 121 345 119 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.95 0.99 0.96 0.99 0.96 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 154 470 19 122 431 108 71 684 142 125 356 89 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 433 1193 507 425 1154 488 343 893 381 271 732 180 Arrive On Green 0.11 0.36 0.36 0.10 0.35 0.35 0.09 0.27 0.27 0.10 0.28 0.28 Sat Flow, veh/h 1581 3340 1421 1581 3340 1414 1581 3340 1427 1581 2631 647 Grp Volume(v), veh/h 154 470 19 122 431 108 71 684 142 125 224 221 Grp Sat Flow(s),veh/h/ln 1581 1670 1421 1581 1670 1414 1581 1670 1427 1581 1670 1608 Q Serve(g_s), s 5.9 10.5 0.9 4.7 9.7 5.4 3.0 18.9 8.1 5.5 11.2 11.5 Cycle Q Clear(g_c), s 5.9 10.5 0.9 4.7 9.7 5.4 3.0 18.9 8.1 5.5 11.2 11.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 433 1193 507 425 1154 488 343 893 381 271 464 447 V/C Ratio(X) 0.36 0.39 0.04 0.29 0.37 0.22 0.21 0.77 0.37 0.46 0.48 0.49 Avail Cap(c_a), veh/h 448 1193 507 459 1154 488 409 1039 444 320 519 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 0.62 1.00 1.00 1.00 0.76 0.76 0.76 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.1 24.0 20.9 17.4 24.6 23.2 22.5 33.8 29.8 24.2 30.1 30.2 Incr Delay (d2), s/veh 0.3 0.6 0.1 0.4 0.9 1.0 0.2 3.1 1.0 1.2 1.7 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 2.1 4.2 0.3 1.7 3.9 1.9 1.1 7.9 2.9 2.1 4.6 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.4 24.6 21.0 17.8 25.5 24.2 22.7 36.9 30.8 25.4 31.8 32.0 L n G r p L O S BCCBCCCDCCCC
Approach Vol, veh/h 643 661 897 570
Approach Delay, s/veh 22.8 23.9 34.8 30.5
A p p r o a c h L O S CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.9 40.6 13.9 31.6 15.0 39.4 12.8 32.7 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 6.7 12.5 7.5 20.9 7.9 11.7 5.0 13.5 Green Ext Time (p_c), s 0.1 4.4 0.1 5.7 0.1 4.8 0.1 4.5 Intersection Summary
HCM 7th Control Delay, s/veh 28.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 4: Holliston Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 5 8 5 1 9 4 30000 5 3 2 8 1 8 6 70 F u t u r e V o l u m e ( v e h / h ) 5 8 5 1 9 4 30000 5 3 2 8 1 8 6 70 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 0.97 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 60 535 38 0 55 5 19 69 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 381 3397 240 0 137 12 69 135 0
Arrive On Green 0.80 0.80 0.80 0.00 0.10 0.10 0.10 0.10 0.00 Sat Flow, veh/h 477 4256 301 0 1424 129 216 1404 0
Grp Volume(v), veh/h 218 200 215 0 0 60 88 0 0
Grp Sat Flow(s),veh/h/ln 1734 1600 1700 0 0 1553 1620 0 0 Q Serve(g_s), s 2.6 2.6 2.6 0.0 0.0 3.3 1.4 0.0 0.0
Cycle Q Clear(g_c), s 2.6 2.6 2.6 0.0 0.0 3.3 4.6 0.0 0.0 Prop In Lane 0.28 0.18 0.00 0.08 0.22 0.00
Lane Grp Cap(c), veh/h 1384 1277 1357 0 0 149 204 0 0
V/C Ratio(X) 0.16 0.16 0.16 0.00 0.00 0.40 0.43 0.00 0.00 Avail Cap(c_a), veh/h 1384 1277 1357 0 0 312 373 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.00 0.00 1.00 0.93 0.00 0.00 Uniform Delay (d), s/veh 2.1 2.1 2.1 0.0 0.0 38.2 38.8 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.3 0.2 0.0 0.0 1.7 1.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.6 0.7 0.0 0.0 1.3 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.3 2.3 2.3 0.0 0.0 40.0 40.1 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 633 60 88
Approach Delay, s/veh 2.3 40.0 40.1
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 76.7 13.3 13.3
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 62.4 18.1 18.1
Max Q Clear Time (g_c+I1), s 4.6 5.3 6.6
Green Ext Time (p_c), s 4.6 0.2 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 9.5
HCM 7th LOS A
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 314 6 244 65 0 54 0 676 28 18 534 0 Future Volume (veh/h) 314 6 244 65 0 54 0 676 28 18 534 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.96 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 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 426 0 179 71 0 59 0 735 30 20 580 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 9 5 60 4 3 70000 1233 50 318 1262 0
Arrive On Green 0.30 0.00 0.30 0.00 0.00 0.00 0.00 0.38 0.38 0.38 0.38 0.00 Sat Flow, veh/h 3162 0 1445 0 0 3353 133 622 3428 0
Grp Volume(v), veh/h 426 0 179 0.0 0 376 389 20 580 0
Grp Sat Flow(s),veh/h/ln 1581 0 1445 0 1670 1728 622 1670 0 Q Serve(g_s), s 4.0 0.0 3.6 0.0 6.7 6.7 1.0 4.8 0.0
Cycle Q Clear(g_c), s 4.0 0.0 3.6 0.0 6.7 6.7 7.7 4.8 0.0 Prop In Lane 1.00 1.00 0.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 956 0 437 0 631 653 318 1262 0
V/C Ratio(X) 0.45 0.00 0.41 0.00 0.60 0.60 0.06 0.46 0.00 Avail Cap(c_a), veh/h 2230 0 1019 0 1359 1406 589 2717 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.4 0.0 10.2 0.0 9.2 9.2 12.3 8.6 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.6 0.0 0.9 0.9 0.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 1.0 0.0 1.8 1.9 0.1 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.7 0.0 10.9 0.0 10.1 10.1 12.4 8.9 0.0 L n G r p L O S B B BBBA
Approach Vol, veh/h 605 765 600
Approach Delay, s/veh 10.8 10.1 9.0
Approach LOS B B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 17.8 19.0 17.8
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 8.7 6.0 9.7
Green Ext Time (p_c), s 4.9 2.2 4.1
Intersection Summary
HCM 7th Control Delay, s/veh 10.0
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 8 167 82 34 121 115 420 14 15 607 173 Future Volume (veh/h) 108 8 167 82 34 121 115 420 14 15 607 173 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 116 9 21 88 37 15 124 452 13 16 653 162 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 227 263 223 258 178 72 506 2444 70 570 1578 391 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.10 0.74 0.74 0.59 0.59 0.59 Sat Flow, veh/h 1201 1758 1490 1225 1189 482 1581 3315 95 823 2652 657 Grp Volume(v), veh/h 116 9 21 88 0 52 124 227 238 16 411 404 Grp Sat Flow(s),veh/h/ln 1201 1758 1490 1225 0 1671 1581 1670 1741 823 1670 1640 Q Serve(g_s), s 8.4 0.4 1.1 6.0 0.0 2.5 2.2 3.7 3.7 0.7 11.9 11.9 Cycle Q Clear(g_c), s 10.9 0.4 1.1 6.4 0.0 2.5 2.2 3.7 3.7 0.7 11.9 11.9 Prop In Lane 1.00 1.00 1.00 0.29 1.00 0.05 1.00 0.40
Lane Grp Cap(c), veh/h 227 263 223 258 0 250 506 1231 1283 570 994 975 V/C Ratio(X) 0.51 0.03 0.09 0.34 0.00 0.21 0.24 0.18 0.19 0.03 0.41 0.41 Avail Cap(c_a), veh/h 395 510 432 430 0 485 561 1231 1283 570 994 975 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 0.00 1.00 0.88 0.88 0.88 0.89 0.89 0.89 Uniform Delay (d), s/veh 38.4 32.7 33.0 35.4 0.0 33.6 5.4 3.6 3.6 7.5 9.8 9.8 Incr Delay (d2), s/veh 2.5 0.1 0.3 0.8 0.0 0.4 0.2 0.3 0.3 0.1 1.1 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.2 0.4 1.8 0.0 1.0 0.6 1.1 1.1 0.1 4.3 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.9 32.8 33.3 36.2 0.0 34.0 5.6 3.9 3.9 7.6 10.9 11.0 L n G r p L O S DCCD C AAAABB
Approach Vol, veh/h 146 140 589 831
Approach Delay, s/veh 39.3 35.4 4.2 10.9
Approach LOS D D A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.2 18.8 12.8 58.4 18.8
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 5.7 12.9 4.2 13.9 8.4
Green Ext Time (p_c), s 4.6 0.6 0.1 8.0 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 13.0
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Existing Plus Project Conditions (2025) 7: Hill Ave & Del Mar Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 866 28 43 494 196 39 239 35 415 352 138 Future Volume (veh/h) 102 866 28 43 494 196 39 239 35 415 352 138 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 0.98 0.95 0.98 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 111 941 28 47 537 60 42 260 26 451 383 110 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 153 1174 35 153 1185 511 232 600 59 443 1027 291 Arrive On Green 0.10 0.35 0.35 0.10 0.35 0.35 0.20 0.20 0.20 0.16 0.40 0.40 Sat Flow, veh/h 1581 3308 98 1581 3340 1440 786 3052 302 1581 2548 721 Grp Volume(v), veh/h 111 475 494 47 537 60 42 141 145 451 249 244 Grp Sat Flow(s),veh/h/ln 1581 1670 1736 1581 1670 1440 786 1670 1684 1581 1670 1600 Q Serve(g_s), s 6.3 23.9 23.9 2.6 11.5 2.6 4.2 6.9 7.0 14.7 9.7 10.0 Cycle Q Clear(g_c), s 6.3 23.9 23.9 2.6 11.5 2.6 4.2 6.9 7.0 14.7 9.7 10.0 Prop In Lane 1.00 0.06 1.00 1.00 1.00 0.18 1.00 0.45
Lane Grp Cap(c), veh/h 153 593 616 153 1185 511 232 328 331 443 673 645 V/C Ratio(X) 0.73 0.80 0.80 0.31 0.45 0.12 0.18 0.43 0.44 1.02 0.37 0.38 Avail Cap(c_a), veh/h 250 733 762 250 1466 632 335 546 551 443 673 645 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 40.8 27.0 27.0 39.1 23.1 20.2 31.7 32.8 32.8 29.4 19.5 19.5 Incr Delay (d2), s/veh 6.4 5.9 5.7 1.1 0.4 0.1 0.5 1.3 1.3 47.7 0.3 0.4 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 2.7 10.0 10.3 1.0 4.4 0.9 0.8 2.9 3.0 9.6 3.7 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.2 33.0 32.7 40.2 23.4 20.3 32.2 34.0 34.1 77.1 19.8 19.9 L n G r p L O S DCCDCCCCCFBB
Approach Vol, veh/h 1080 644 328 944
Approach Delay, s/veh 34.3 24.4 33.8 47.2
A p p r o a c h L O S CCCD
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 37.5 19.2 22.8 13.5 37.5 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 8.3 13.5 16.7 9.0 4.6 25.9 12.0 Green Ext Time (p_c), s 0.1 5.6 0.0 2.6 0.0 7.1 2.9
Intersection Summary
HCM 7th Control Delay, s/veh 36.2
HCM 7th LOS D
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 1: Wilson Ave & Green St Ti ming Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 9 2 0 3 4 90000 1 8 9 4 9 4 2 2 4 60 F u t u r e V o l u m e ( v e h / h ) 1 9 2 0 3 4 90000 1 8 9 4 9 4 2 2 4 60 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 20 214 52 0 199 52 44 259 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 167 1764 403 0 681 573 115 588 0
Arrive On Green 0.48 0.48 0.48 0.00 0.39 0.39 0.39 0.39 0.00 Sat Flow, veh/h 350 3697 845 0 1758 1480 144 1519 0
Grp Volume(v), veh/h 100 91 95 0 199 52 303 0 0
Grp Sat Flow(s),veh/h/ln 1740 1600 1552 0 1758 1480 1663 0 0 Q Serve(g_s), s 2.2 2.2 2.4 0.0 5.5 1.6 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.2 2.2 2.4 0.0 5.5 1.6 8.9 0.0 0.0 Prop In Lane 0.20 0.54 0.00 1.00 0.15 0.00
Lane Grp Cap(c), veh/h 830 763 740 0 681 573 703 0 0
V/C Ratio(X) 0.12 0.12 0.13 0.00 0.29 0.09 0.43 0.00 0.00 Avail Cap(c_a), veh/h 830 763 740 0 681 573 703 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.1 10.1 10.2 0.0 14.8 13.6 15.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.4 0.0 1.1 0.3 1.9 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.8 0.8 0.0 2.3 0.5 3.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.4 10.5 10.6 0.0 15.9 13.9 17.8 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 286 251 303
Approach Delay, s/veh 10.5 15.5 17.8
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.3 31.7 31.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 33.4 27.1 27.1
Max Q Clear Time (g_c+I1), s 4.4 10.9 7.5
Green Ext Time (p_c), s 0.3 0.4 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 14.6
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 2: Holliston Ave & Colorado Blvd Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 245 21 70 613 2 14 10 50 4 10 3 Future Volume (veh/h) 6 245 21 70 613 2 14 10 50 4 10 3 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.94 0.98 0.96 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1758 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 6 255 14 73 639 2 15 10 31 4 10 2
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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 148 819 45 273 871 3 252 173 457 250 585 111 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.62 0.62 0.62 0.62 0.62 0.62 Sat Flow, veh/h 693 3208 175 963 3415 11 313 279 734 311 940 179 Grp Volume(v), veh/h 6 132 137 73 312 329 56 0 0 16 0 0 Grp Sat Flow(s),veh/h/ln 693 1670 1713 963 1670 1755 1326 0 0 1429 0 0 Q Serve(g_s), s 0.6 5.1 5.2 5.3 13.7 13.7 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 14.4 5.1 5.2 10.5 13.7 13.7 1.2 0.0 0.0 0.3 0.0 0.0 Prop In Lane 1.00 0.10 1.00 0.01 0.27 0.55 0.25 0.12
Lane Grp Cap(c), veh/h 148 426 437 273 426 448 882 0 0 946 0 0 V/C Ratio(X) 0.04 0.31 0.31 0.27 0.73 0.73 0.06 0.00 0.00 0.02 0.00 0.00 Avail Cap(c_a), veh/h 180 503 516 318 503 529 882 0 0 946 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.87 0.87 0.87 0.90 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.9 24.1 24.1 28.4 27.3 27.3 5.9 0.0 0.0 5.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.5 4.0 3.8 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.0 2.1 1.2 5.7 6.0 0.4 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.0 24.5 24.5 28.8 31.3 31.1 6.1 0.0 0.0 5.8 0.0 0.0 L n G r p L O S CCCCCCA A
Approach Vol, veh/h 275 714 56 16
Approach Delay, s/veh 24.7 30.9 6.1 5.8
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 54.7 25.3 54.7 25.3
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 3.2 16.4 2.3 15.7
Green Ext Time (p_c), s 0.3 0.9 0.1 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 27.6
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 3: Hill Ave & Colorado Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 162 24 142 529 161 63 562 112 146 650 155 Future Volume (veh/h) 99 162 24 142 529 161 63 562 112 146 650 155 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.96 0.98 0.96 1.00 0.98 0.99 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 105 172 7 151 563 90 67 598 35 155 691 144 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 376 1143 489 549 1124 481 237 931 407 313 801 167 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.08 0.28 0.28 0.10 0.29 0.29 Sat Flow, veh/h 1581 3340 1429 1581 3340 1428 1581 3340 1461 1581 2735 569 Grp Volume(v), veh/h 105 172 7 151 563 90 67 598 35 155 422 413 Grp Sat Flow(s),veh/h/ln 1581 1670 1429 1581 1670 1428 1581 1670 1461 1581 1670 1634 Q Serve(g_s), s 4.0 3.6 0.3 6.0 13.4 4.5 2.8 15.7 1.8 6.8 23.9 23.9 Cycle Q Clear(g_c), s 4.0 3.6 0.3 6.0 13.4 4.5 2.8 15.7 1.8 6.8 23.9 23.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35
Lane Grp Cap(c), veh/h 376 1143 489 549 1124 481 237 931 407 313 489 479 V/C Ratio(X) 0.28 0.15 0.01 0.28 0.50 0.19 0.28 0.64 0.09 0.50 0.86 0.86 Avail Cap(c_a), veh/h 398 1143 489 580 1124 481 306 1039 454 359 519 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 22.8 21.7 17.7 26.5 23.5 24.0 31.7 26.7 23.1 33.4 33.5 Incr Delay (d2), s/veh 0.4 0.3 0.1 0.3 1.6 0.9 0.6 1.8 0.2 1.2 14.8 15.2 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 1.5 1.4 0.1 2.2 5.5 1.6 1.1 6.5 0.6 2.6 11.5 11.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.2 23.1 21.8 18.0 28.1 24.3 24.7 33.4 26.8 24.3 48.3 48.7 L n G r p L O S BCCBCCCCCCDD
Approach Vol, veh/h 284 804 700 990
Approach Delay, s/veh 21.2 25.7 32.3 44.7
A p p r o a c h L O S CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 39.1 14.1 32.8 14.6 38.6 12.6 34.2 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 8.0 5.6 8.8 17.7 6.0 15.4 4.8 25.9 Green Ext Time (p_c), s 0.1 1.8 0.1 5.6 0.1 4.8 0.1 3.4 Intersection Summary
HCM 7th Control Delay, s/veh 33.7
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 4: Holliston Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 3 4 1 9 1 7 00000 5 4 2 9 1 3 8 80 F u t u r e V o l u m e ( v e h / h ) 3 4 1 9 1 7 00000 5 4 2 9 1 3 8 80 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 40 222 59 0 63 3 15 102 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 495 2732 696 0 145 7 57 151 0
Arrive On Green 0.80 0.80 0.80 0.00 0.10 0.10 0.10 0.10 0.00 Sat Flow, veh/h 621 3426 872 0 1498 71 127 1563 0
Grp Volume(v), veh/h 111 102 108 0 0 66 117 0 0
Grp Sat Flow(s),veh/h/ln 1727 1600 1592 0 0 1569 1689 0 0 Q Serve(g_s), s 1.3 1.2 1.3 0.0 0.0 3.6 2.4 0.0 0.0
Cycle Q Clear(g_c), s 1.3 1.2 1.3 0.0 0.0 3.6 6.0 0.0 0.0 Prop In Lane 0.36 0.55 0.00 0.05 0.13 0.00
Lane Grp Cap(c), veh/h 1377 1276 1269 0 0 152 209 0 0
V/C Ratio(X) 0.08 0.08 0.08 0.00 0.00 0.43 0.56 0.00 0.00 Avail Cap(c_a), veh/h 1377 1276 1269 0 0 490 569 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 0.98 0.00 0.00 Uniform Delay (d), s/veh 2.0 2.0 2.0 0.0 0.0 38.3 39.4 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.1 0.0 0.0 1.9 2.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 0.0 0.0 1.5 2.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.1 2.1 2.1 0.0 0.0 40.3 41.7 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 321 66 117
Approach Delay, s/veh 2.1 40.3 41.7
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 76.7 13.3 13.3
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 52.4 28.1 28.1
Max Q Clear Time (g_c+I1), s 3.3 5.6 8.0
Green Ext Time (p_c), s 2.2 0.3 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 16.3
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 16 62 21 0 35 0 588 43 86 726 0 Future Volume (veh/h) 125 16 62 21 0 35 0 588 43 86 726 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 159 0 49 22 0 37 0 619 45 91 764 0 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 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 7 9 50 3 6 20000 1406 102 397 1489 0 Arrive On Green 0.25 0.00 0.25 0.00 0.00 0.00 0.00 0.45 0.45 0.45 0.45 0.00 Sat Flow, veh/h 3162 0 1440 0 0 3244 229 683 3428 0
Grp Volume(v), veh/h 159 0 49 0.0 0 327 337 91 764 0
Grp Sat Flow(s),veh/h/ln 1581 0 1440 0 1670 1715 683 1670 0 Q Serve(g_s), s 1.5 0.0 1.0 0.0 5.3 5.3 4.1 6.4 0.0
Cycle Q Clear(g_c), s 1.5 0.0 1.0 0.0 5.3 5.3 9.4 6.4 0.0 Prop In Lane 1.00 1.00 0.00 0.13 1.00 0.00
Lane Grp Cap(c), veh/h 795 0 362 0 744 764 397 1489 0
V/C Ratio(X) 0.20 0.00 0.14 0.00 0.44 0.44 0.23 0.51 0.00 Avail Cap(c_a), veh/h 2110 0 961 0 1285 1320 618 2571 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.5 0.0 11.3 0.0 7.4 7.5 10.7 7.8 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.4 0.4 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.3 0.0 1.4 1.4 0.5 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.6 0.0 11.5 0.0 7.9 7.9 11.0 8.0 0.0 L n G r p L O S B B AABA
Approach Vol, veh/h 208 664 855
Approach Delay, s/veh 11.6 7.9 8.4
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 21.3 17.7 21.3
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 7.3 3.5 11.4
Green Ext Time (p_c), s 4.2 0.7 6.0
Intersection Summary
HCM 7th Control Delay, s/veh 8.5
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 16 76 12 10 13 328 466 61 74 502 235 Future Volume (veh/h) 104 16 76 12 10 13 328 466 61 74 502 235 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.98 1.00 0.99 1.00 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 117 18 5 13 11 2 369 524 60 83 564 207 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 247 250 210 243 205 37 538 2247 256 512 1395 510 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.11 0.74 0.74 0.59 0.59 0.59 Sat Flow, veh/h 1231 1758 1474 1220 1441 262 1581 3019 345 735 2374 869 Grp Volume(v), veh/h 117 18 5 13 0 13 369 289 295 83 396 375 Grp Sat Flow(s),veh/h/ln 1231 1758 1474 1220 0 1703 1581 1670 1694 735 1670 1573 Q Serve(g_s), s 8.2 0.8 0.3 0.8 0.0 0.6 7.7 4.8 4.9 4.7 11.5 11.6 Cycle Q Clear(g_c), s 8.8 0.8 0.3 1.6 0.0 0.6 7.7 4.8 4.9 4.7 11.5 11.6 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.20 1.00 0.55
Lane Grp Cap(c), veh/h 247 250 210 243 0 243 538 1243 1260 512 981 924 V/C Ratio(X) 0.47 0.07 0.02 0.05 0.00 0.05 0.69 0.23 0.23 0.16 0.40 0.41 Avail Cap(c_a), veh/h 429 510 427 423 0 494 570 1243 1260 512 981 924 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 0.00 1.00 0.80 0.80 0.80 0.91 0.91 0.91 Uniform Delay (d), s/veh 37.1 33.4 33.2 34.1 0.0 33.3 7.2 3.6 3.6 8.6 10.0 10.0 Incr Delay (d2), s/veh 2.0 0.2 0.1 0.1 0.0 0.1 2.4 0.4 0.3 0.6 1.1 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.4 0.1 0.3 0.0 0.3 2.3 1.3 1.4 0.8 4.2 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.1 33.6 33.3 34.2 0.0 33.4 9.5 3.9 3.9 9.2 11.2 11.2 L n G r p L O S DCCC C AAAABB
Approach Vol, veh/h 140 26 953 854
Approach Delay, s/veh 38.2 33.8 6.1 11.0
Approach LOS D C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.9 18.1 14.1 57.8 18.1
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 6.9 10.8 9.7 13.6 3.6
Green Ext Time (p_c), s 6.1 0.6 0.2 8.4 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 10.9
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 7: Hill Ave & Del Mar Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 433 24 11 825 246 117 454 30 145 254 192 Future Volume (veh/h) 110 433 24 11 825 246 117 454 30 145 254 192 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 113 446 22 11 851 81 121 468 27 149 262 75 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 164 1106 54 164 1141 497 295 740 43 345 1021 285 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.23 0.23 0.23 0.12 0.40 0.40 Sat Flow, veh/h 1581 3236 159 1581 3340 1453 916 3204 184 1581 2562 716 Grp Volume(v), veh/h 113 230 238 11 851 81 121 243 252 149 169 168 Grp Sat Flow(s),veh/h/ln 1581 1670 1725 1581 1670 1453 916 1670 1718 1581 1670 1608 Q Serve(g_s), s 6.0 9.1 9.1 0.5 19.5 3.4 10.1 11.4 11.4 5.7 5.8 6.1 Cycle Q Clear(g_c), s 6.0 9.1 9.1 0.5 19.5 3.4 10.1 11.4 11.4 5.7 5.8 6.1 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.11 1.00 0.45
Lane Grp Cap(c), veh/h 164 571 589 164 1141 497 295 386 397 345 665 641 V/C Ratio(X) 0.69 0.40 0.40 0.07 0.75 0.16 0.41 0.63 0.63 0.43 0.25 0.26 Avail Cap(c_a), veh/h 268 787 813 268 1574 685 405 586 603 430 665 641 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 37.4 21.7 21.8 35.0 25.2 19.9 29.5 30.0 30.0 20.3 17.4 17.5 Incr Delay (d2), s/veh 5.0 0.7 0.6 0.2 1.7 0.2 1.3 2.4 2.4 1.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.5 3.6 0.2 7.5 1.1 2.3 4.7 4.9 2.1 2.2 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.5 22.4 22.4 35.2 26.8 20.1 30.8 32.4 32.4 21.5 17.6 17.7 L n G r p L O S DCCDCCCCCCBB
Approach Vol, veh/h 581 943 616 486
Approach Delay, s/veh 26.3 26.3 32.1 18.8
Approach LOS C C C B
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 34.1 14.5 24.5 13.5 34.1 39.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 8.0 21.5 7.7 13.4 2.5 11.1 8.1 Green Ext Time (p_c), s 0.1 8.1 0.3 4.7 0.0 4.1 2.0
Intersection Summary
HCM 7th Control Delay, s/veh 26.3
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 1: Wilson Ave & Green St Ti ming Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 6 9 5 3 8 5 10000 2 4 9 3 3 3 0 1 6 30 F u t u r e V o l u m e ( v e h / h ) 6 9 5 3 8 5 10000 2 4 9 3 3 3 0 1 6 30 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.96 0.99 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 77 598 57 0 277 37 33 181 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 259 2005 190 0 655 534 116 555 0
Arrive On Green 0.49 0.49 0.49 0.00 0.37 0.37 0.37 0.37 0.00 Sat Flow, veh/h 526 4081 386 0 1758 1432 152 1489 0
Grp Volume(v), veh/h 253 233 246 0 277 37 214 0 0
Grp Sat Flow(s),veh/h/ln 1732 1600 1662 0 1758 1432 1641 0 0 Q Serve(g_s), s 6.1 6.1 6.2 0.0 8.2 1.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.1 6.1 6.2 0.0 8.2 1.2 6.1 0.0 0.0 Prop In Lane 0.30 0.23 0.00 1.00 0.15 0.00
Lane Grp Cap(c), veh/h 851 786 817 0 655 534 671 0 0
V/C Ratio(X) 0.30 0.30 0.30 0.00 0.42 0.07 0.32 0.00 0.00 Avail Cap(c_a), veh/h 851 786 817 0 655 534 671 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.6 10.6 10.6 0.0 16.3 14.1 15.7 0.0 0.0 Incr Delay (d2), s/veh 0.9 1.0 0.9 0.0 2.0 0.3 1.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.2 2.3 0.0 3.5 0.4 2.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.5 11.6 11.6 0.0 18.3 14.4 16.9 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 732 314 214
Approach Delay, s/veh 11.5 17.9 16.9
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 39.3 30.7 30.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 34.4 26.1 26.1
Max Q Clear Time (g_c+I1), s 8.2 8.1 10.2
Green Ext Time (p_c), s 0.9 0.3 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 14.0
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 2: Holliston Ave & Colorado Blvd Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 573 32 60 570 3 27 27 85 18 10 9 Future Volume (veh/h) 17 573 32 60 570 3 27 27 85 18 10 9 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.97 0.90 0.97 0.91 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1758 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 18 591 28 62 588 2 28 28 68 19 10 6 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 195 949 45 184 1003 3 204 204 429 450 227 126 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 713 3227 153 695 3413 12 256 350 735 653 389 216 Grp Volume(v), veh/h 18 305 314 62 288 302 124 0 0 35 0 0 Grp Sat Flow(s),veh/h/ln 713 1670 1709 695 1670 1755 1340 0 0 1258 0 0 Q Serve(g_s), s 1.8 12.6 12.7 6.8 11.8 11.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.5 12.6 12.7 19.5 11.8 11.8 3.2 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.01 0.23 0.55 0.54 0.17
Lane Grp Cap(c), veh/h 195 491 503 184 491 516 837 0 0 803 0 0 V/C Ratio(X) 0.09 0.62 0.62 0.34 0.59 0.59 0.15 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 200 503 515 189 503 529 837 0 0 803 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 0.91 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 29.9 24.4 24.4 32.8 24.1 24.1 7.6 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 2.3 2.3 1.0 1.6 1.5 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.1 5.2 1.2 4.7 4.9 1.0 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.1 26.7 26.7 33.8 25.6 25.6 7.9 0.0 0.0 7.2 0.0 0.0 L n G r p L O S CCCCCCA A
Approach Vol, veh/h 637 652 124 35
Approach Delay, s/veh 26.8 26.4 7.9 7.2
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 51.6 28.4 51.6 28.4
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 5.2 15.5 2.8 21.5
Green Ext Time (p_c), s 0.8 2.6 0.2 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 24.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 3: Hill Ave & Colorado Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 151 462 65 119 424 200 60 653 282 123 348 120 Future Volume (veh/h) 151 462 65 119 424 200 60 653 282 123 348 120 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.95 0.99 0.96 0.99 0.96 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 156 476 19 123 437 111 62 673 136 127 359 89 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 432 1199 510 425 1159 491 338 886 378 273 739 180 Arrive On Green 0.11 0.36 0.36 0.10 0.35 0.35 0.08 0.27 0.27 0.10 0.28 0.28 Sat Flow, veh/h 1581 3340 1421 1581 3340 1415 1581 3340 1427 1581 2636 643 Grp Volume(v), veh/h 156 476 19 123 437 111 62 673 136 127 225 223 Grp Sat Flow(s),veh/h/ln 1581 1670 1421 1581 1670 1415 1581 1670 1427 1581 1670 1609 Q Serve(g_s), s 6.0 10.7 0.9 4.7 9.8 5.6 2.7 18.5 7.7 5.6 11.2 11.6 Cycle Q Clear(g_c), s 6.0 10.7 0.9 4.7 9.8 5.6 2.7 18.5 7.7 5.6 11.2 11.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.40
Lane Grp Cap(c), veh/h 432 1199 510 425 1159 491 338 886 378 273 468 451 V/C Ratio(X) 0.36 0.40 0.04 0.29 0.38 0.23 0.18 0.76 0.36 0.47 0.48 0.49 Avail Cap(c_a), veh/h 446 1199 510 458 1159 491 410 1039 444 322 519 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 0.77 0.77 0.77 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.0 24.0 20.8 17.3 24.5 23.1 22.7 33.8 29.8 24.3 29.9 30.1 Incr Delay (d2), s/veh 0.3 0.6 0.1 0.4 0.9 1.1 0.2 3.0 0.9 1.2 1.6 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 2.1 4.2 0.3 1.7 4.0 2.0 1.0 7.8 2.7 2.1 4.7 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.4 24.6 20.9 17.7 25.5 24.2 22.9 36.8 30.8 25.5 31.6 31.9 L n G r p L O S BCCBCCCDCCCC
Approach Vol, veh/h 651 671 871 575
Approach Delay, s/veh 22.7 23.8 34.9 30.4
A p p r o a c h L O S CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.9 40.8 13.9 31.4 15.1 39.6 12.4 32.9 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 6.7 12.7 7.6 20.5 8.0 11.8 4.7 13.6 Green Ext Time (p_c), s 0.1 4.4 0.1 5.8 0.1 4.8 0.1 4.5 Intersection Summary
HCM 7th Control Delay, s/veh 28.4
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 4: Holliston Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 5 9 5 2 6 4 00000 5 4 2 8 1 8 6 50 F u t u r e V o l u m e ( v e h / h ) 5 9 5 2 6 4 00000 5 4 2 8 1 8 6 50 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 0.97 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 61 542 35 0 56 5 19 67 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 385 3418 220 0 137 12 70 133 0
Arrive On Green 0.80 0.80 0.80 0.00 0.10 0.10 0.10 0.10 0.00 Sat Flow, veh/h 482 4281 275 0 1426 127 218 1389 0
Grp Volume(v), veh/h 219 202 217 0 0 61 86 0 0
Grp Sat Flow(s),veh/h/ln 1734 1600 1705 0 0 1553 1607 0 0 Q Serve(g_s), s 2.6 2.6 2.6 0.0 0.0 3.3 1.3 0.0 0.0
Cycle Q Clear(g_c), s 2.6 2.6 2.6 0.0 0.0 3.3 4.6 0.0 0.0 Prop In Lane 0.28 0.16 0.00 0.08 0.22 0.00
Lane Grp Cap(c), veh/h 1384 1277 1361 0 0 149 203 0 0
V/C Ratio(X) 0.16 0.16 0.16 0.00 0.00 0.41 0.42 0.00 0.00 Avail Cap(c_a), veh/h 1384 1277 1361 0 0 312 372 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.00 0.00 1.00 0.93 0.00 0.00 Uniform Delay (d), s/veh 2.1 2.1 2.1 0.0 0.0 38.3 38.7 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.3 0.2 0.0 0.0 1.8 1.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.6 0.7 0.0 0.0 1.3 1.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.3 2.3 2.3 0.0 0.0 40.1 40.0 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 638 61 86
Approach Delay, s/veh 2.3 40.1 40.0
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 76.8 13.2 13.2
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 62.4 18.1 18.1
Max Q Clear Time (g_c+I1), s 4.6 5.3 6.6
Green Ext Time (p_c), s 4.7 0.2 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 9.4
HCM 7th LOS A
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 6 208 66 0 55 0 685 28 18 538 0 Future Volume (veh/h) 280 6 208 66 0 55 0 685 28 18 538 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.96 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 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 377 0 153 72 0 60 0 745 30 20 585 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 9 5 00 4 3 40000 1244 50 316 1272 0
Arrive On Green 0.30 0.00 0.30 0.00 0.00 0.00 0.00 0.38 0.38 0.38 0.38 0.00 Sat Flow, veh/h 3162 0 1445 0 0 3355 131 616 3428 0
Grp Volume(v), veh/h 377 0 153 0.0 0 381 394 20 585 0
Grp Sat Flow(s),veh/h/ln 1581 0 1445 0 1670 1728 616 1670 0 Q Serve(g_s), s 3.5 0.0 3.1 0.0 6.8 6.8 1.0 4.9 0.0
Cycle Q Clear(g_c), s 3.5 0.0 3.1 0.0 6.8 6.8 7.8 4.9 0.0 Prop In Lane 1.00 1.00 0.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 950 0 434 0 636 658 316 1272 0
V/C Ratio(X) 0.40 0.00 0.35 0.00 0.60 0.60 0.06 0.46 0.00 Avail Cap(c_a), veh/h 2220 0 1015 0 1353 1400 581 2706 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.3 0.0 10.1 0.0 9.2 9.2 12.3 8.6 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.5 0.0 0.9 0.9 0.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 0.8 0.0 1.9 1.9 0.1 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.6 0.0 10.6 0.0 10.1 10.1 12.4 8.9 0.0 L n G r p L O S B B BBBA
Approach Vol, veh/h 530 775 605
Approach Delay, s/veh 10.6 10.1 9.0
Approach LOS B B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 18.0 19.0 18.0
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 8.8 5.5 9.8
Green Ext Time (p_c), s 5.0 1.9 4.1
Intersection Summary
HCM 7th Control Delay, s/veh 9.9
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 8 169 83 34 123 115 426 14 15 588 160 Future Volume (veh/h) 110 8 169 83 34 123 115 426 14 15 588 160 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 118 9 22 89 37 16 124 458 13 16 632 149 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 229 267 226 260 177 76 518 2437 69 565 1590 374 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.10 0.73 0.73 0.59 0.59 0.59 Sat Flow, veh/h 1199 1758 1490 1224 1164 503 1581 3317 94 819 2683 631 Grp Volume(v), veh/h 118 9 22 89 0 53 124 230 241 16 393 388 Grp Sat Flow(s),veh/h/ln 1199 1758 1490 1224 0 1667 1581 1670 1741 819 1670 1644 Q Serve(g_s), s 8.6 0.4 1.1 6.0 0.0 2.5 2.2 3.8 3.8 0.7 11.3 11.3 Cycle Q Clear(g_c), s 11.1 0.4 1.1 6.4 0.0 2.5 2.2 3.8 3.8 0.7 11.3 11.3 Prop In Lane 1.00 1.00 1.00 0.30 1.00 0.05 1.00 0.38
Lane Grp Cap(c), veh/h 229 267 226 260 0 253 518 1227 1279 565 990 974 V/C Ratio(X) 0.52 0.03 0.10 0.34 0.00 0.21 0.24 0.19 0.19 0.03 0.40 0.40 Avail Cap(c_a), veh/h 394 510 432 429 0 484 572 1227 1279 565 990 974 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 0.00 1.00 0.88 0.88 0.88 0.89 0.89 0.89 Uniform Delay (d), s/veh 38.3 32.5 32.9 35.3 0.0 33.4 5.3 3.7 3.7 7.6 9.8 9.8 Incr Delay (d2), s/veh 2.6 0.1 0.3 0.8 0.0 0.4 0.2 0.3 0.3 0.1 1.1 1.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.2 0.4 1.8 0.0 1.0 0.6 1.1 1.1 0.1 4.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.8 32.6 33.1 36.0 0.0 33.8 5.5 4.0 4.0 7.7 10.8 10.9 L n G r p L O S DCCD C AAAABB
Approach Vol, veh/h 149 142 595 797
Approach Delay, s/veh 39.2 35.2 4.3 10.8
Approach LOS D D A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.0 19.0 12.8 58.2 19.0
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 5.8 13.1 4.2 13.3 8.4
Green Ext Time (p_c), s 4.6 0.6 0.1 7.7 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 13.1
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Baseline Conditions (2027) 7: Hill Ave & Del Mar Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 878 28 44 500 199 39 240 35 417 342 132 Future Volume (veh/h) 103 878 28 44 500 199 39 240 35 417 342 132 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.95 0.98 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 112 954 28 48 543 62 42 261 26 453 372 104 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 152 1183 35 152 1194 515 234 599 59 440 1031 284 Arrive On Green 0.10 0.36 0.36 0.10 0.36 0.36 0.20 0.20 0.20 0.16 0.40 0.40 Sat Flow, veh/h 1581 3309 97 1581 3340 1440 798 3054 301 1581 2566 707 Grp Volume(v), veh/h 112 481 501 48 543 62 42 141 146 453 240 236 Grp Sat Flow(s),veh/h/ln 1581 1670 1736 1581 1670 1440 798 1670 1684 1581 1670 1603 Q Serve(g_s), s 6.4 24.3 24.3 2.6 11.7 2.7 4.2 6.9 7.1 14.7 9.4 9.6 Cycle Q Clear(g_c), s 6.4 24.3 24.3 2.6 11.7 2.7 4.2 6.9 7.1 14.7 9.4 9.6 Prop In Lane 1.00 0.06 1.00 1.00 1.00 0.18 1.00 0.44
Lane Grp Cap(c), veh/h 152 597 621 152 1194 515 234 328 331 440 671 644 V/C Ratio(X) 0.74 0.81 0.81 0.32 0.45 0.12 0.18 0.43 0.44 1.03 0.36 0.37 Avail Cap(c_a), veh/h 249 729 758 249 1458 629 337 543 548 440 671 644 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 41.1 27.1 27.1 39.4 23.0 20.2 31.9 33.0 33.0 29.6 19.5 19.6 Incr Delay (d2), s/veh 6.7 6.2 6.0 1.2 0.4 0.1 0.5 1.3 1.3 50.6 0.3 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 2.7 10.2 10.6 1.1 4.5 0.9 0.8 2.9 3.0 9.9 3.6 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.8 33.3 33.1 40.5 23.4 20.3 32.4 34.3 34.4 80.3 19.9 20.0 L n G r p L O S DCCDCCCCCFBB
Approach Vol, veh/h 1094 653 329 929
Approach Delay, s/veh 34.7 24.4 34.1 49.3
A p p r o a c h L O S CCCD
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 37.9 19.2 22.8 13.5 37.9 42.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 8.4 13.7 16.7 9.1 4.6 26.3 11.6 Green Ext Time (p_c), s 0.1 5.7 0.0 2.6 0.0 7.1 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 36.9
HCM 7th LOS D
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 1: Wilson Ave & Green St Ti ming Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 9 2 1 5 4 90000 1 8 9 5 3 4 6 2 4 60 F u t u r e V o l u m e ( v e h / h ) 1 9 2 1 5 4 90000 1 8 9 5 3 4 6 2 4 60 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 20 226 52 0 199 56 48 259 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 160 1789 389 0 681 573 121 577 0
Arrive On Green 0.48 0.48 0.48 0.00 0.39 0.39 0.39 0.39 0.00 Sat Flow, veh/h 336 3749 815 0 1758 1480 160 1491 0
Grp Volume(v), veh/h 104 95 99 0 199 56 307 0 0
Grp Sat Flow(s),veh/h/ln 1741 1600 1559 0 1758 1480 1651 0 0 Q Serve(g_s), s 2.3 2.3 2.5 0.0 5.5 1.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.3 2.3 2.5 0.0 5.5 1.7 9.1 0.0 0.0 Prop In Lane 0.19 0.52 0.00 1.00 0.16 0.00
Lane Grp Cap(c), veh/h 831 763 744 0 681 573 699 0 0
V/C Ratio(X) 0.12 0.12 0.13 0.00 0.29 0.10 0.44 0.00 0.00 Avail Cap(c_a), veh/h 831 763 744 0 681 573 699 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.2 10.2 10.2 0.0 14.8 13.7 15.9 0.0 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.4 0.0 1.1 0.3 2.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.8 0.9 0.0 2.3 0.6 3.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.5 10.5 10.6 0.0 15.9 14.0 17.9 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 298 255 307
Approach Delay, s/veh 10.5 15.5 17.9
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.3 31.7 31.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 33.4 27.1 27.1
Max Q Clear Time (g_c+I1), s 4.5 11.1 7.5
Green Ext Time (p_c), s 0.4 0.4 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 14.6
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Plus Project Conditions (2027) 2: Holliston Ave & Colorado Blvd Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 6 245 27 78 614 3 14 10 50 4 14 3 Future Volume (veh/h) 6 245 27 78 614 3 14 10 50 4 14 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.94 0.98 0.96 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1758 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 6 255 17 81 640 2 15 10 31 4 15 2
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, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 148 809 54 272 873 3 252 173 456 196 683 87
Arrive On Green 0.26 0.26 0.26 0.26 0.25 0.26 0.62 0.62 0.62 0.62 0.62 0.62 Sat Flow, veh/h 692 3165 209 961 3415 11 313 278 733 229 1099 140 Grp Volume(v), veh/h 6 134 138 81 313 329 56 0 0 21 0 0 Grp Sat Flow(s),veh/h/ln 692 1670 1705 961 1670 1755 1324 0 0 1468 0 0 Q Serve(g_s), s 0.6 5.2 5.3 6.0 13.7 13.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 14.4 5.2 5.3 11.2 13.7 13.8 1.2 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.01 0.27 0.55 0.19 0.10
Lane Grp Cap(c), veh/h 148 427 436 272 427 449 881 0 0 966 0 0 V/C Ratio(X) 0.04 0.31 0.32 0.30 0.73 0.73 0.06 0.00 0.00 0.02 0.00 0.00 Avail Cap(c_a), veh/h 180 503 514 316 503 529 881 0 0 966 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.86 0.86 0.86 0.92 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh33.9 24.1 24.1 28.7 27.4 27.4 6.0 0.0 0.0 5.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.4 0.4 0.5 3.9 3.7 0.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 2.0 2.1 1.4 5.7 6.0 0.4 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.0 24.5 24.5 29.2 31.3 31.1 6.1 0.0 0.0 5.8 0.0 0.0 LnGrp LOS C C C C C C A A
Approach Vol, veh/h 278 723 56 21
Approach Delay, s/veh 24.7 31.0 6.1 5.8
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 54.6 25.4 54.6 25.4
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 3.2 16.4 2.4 15.8
Green Ext Time (p_c), s 0.3 0.9 0.1 2.8
Intersection Summary
HCM 7th Control Delay, s/veh 27.6
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 3: Hill Ave & Colorado Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 99 162 24 151 529 161 65 566 114 146 662 163 Future Volume (veh/h) 99 162 24 151 529 161 65 566 114 146 662 163 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.96 0.98 0.96 1.00 0.98 0.99 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 105 172 7 161 563 89 69 602 38 155 704 153 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 372 1126 482 544 1109 474 235 946 414 316 804 175 Arrive On Green 0.10 0.34 0.34 0.10 0.33 0.33 0.09 0.28 0.28 0.10 0.30 0.30 Sat Flow, veh/h 1581 3340 1428 1581 3340 1428 1581 3340 1461 1581 2711 589 Grp Volume(v), veh/h 105 172 7 161 563 89 69 602 38 155 433 424 Grp Sat Flow(s),veh/h/ln 1581 1670 1428 1581 1670 1428 1581 1670 1461 1581 1670 1630 Q Serve(g_s), s 4.0 3.6 0.3 6.5 13.5 4.4 2.9 15.8 1.9 6.7 24.7 24.7 Cycle Q Clear(g_c), s 4.0 3.6 0.3 6.5 13.5 4.4 2.9 15.8 1.9 6.7 24.7 24.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36
Lane Grp Cap(c), veh/h 372 1126 482 544 1109 474 235 946 414 316 495 483 V/C Ratio(X) 0.28 0.15 0.01 0.30 0.51 0.19 0.29 0.64 0.09 0.49 0.88 0.88 Avail Cap(c_a), veh/h 394 1126 482 574 1109 474 303 1039 454 362 519 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 23.2 22.1 18.1 26.8 23.8 23.9 31.3 26.4 22.8 33.4 33.4 Incr Delay (d2), s/veh 0.4 0.3 0.1 0.3 1.7 0.9 0.6 1.7 0.2 1.2 16.2 16.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.4 0.1 2.4 5.6 1.6 1.1 6.5 0.7 2.5 12.0 11.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.5 23.4 22.1 18.4 28.5 24.7 24.6 33.0 26.6 24.0 49.7 50.1 L n G r p L O S BCCBCCCCCCDD
Approach Vol, veh/h 284 813 709 1012
Approach Delay, s/veh 21.6 26.1 31.9 45.9
A p p r o a c h L O S CCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.1 38.6 14.1 33.2 14.6 38.1 12.7 34.6 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 8.5 5.6 8.7 17.8 6.0 15.5 4.9 26.7 Green Ext Time (p_c), s 0.1 1.8 0.1 5.7 0.1 4.8 0.1 3.0 Intersection Summary
HCM 7th Control Delay, s/veh 34.2
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 4: Holliston Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 3 4 1 9 1 9 00000 5 4 2 9 1 3 1 0 60 F u t u r e V o l u m e ( v e h / h ) 3 4 1 9 1 9 00000 5 4 2 9 1 3 1 0 60 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 40 222 82 0 63 3 15 123 0
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 453 2505 872 0 163 8 56 175 0
Arrive On Green 0.79 0.79 0.79 0.00 0.11 0.11 0.11 0.11 0.00 Sat Flow, veh/h 577 3188 1110 0 1498 71 105 1610 0
Grp Volume(v), veh/h 120 110 114 0 0 66 138 0 0
Grp Sat Flow(s),veh/h/ln 1729 1600 1546 0 0 1569 1715 0 0 Q Serve(g_s), s 1.4 1.4 1.5 0.0 0.0 3.5 2.8 0.0 0.0
Cycle Q Clear(g_c), s 1.4 1.4 1.5 0.0 0.0 3.5 7.0 0.0 0.0 Prop In Lane 0.33 0.72 0.00 0.05 0.11 0.00
Lane Grp Cap(c), veh/h 1359 1257 1215 0 0 171 231 0 0
V/C Ratio(X) 0.09 0.09 0.09 0.00 0.00 0.39 0.60 0.00 0.00 Avail Cap(c_a), veh/h 1359 1257 1215 0 0 490 573 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 0.97 0.00 0.00 Uniform Delay (d), s/veh 2.2 2.2 2.2 0.0 0.0 37.3 38.8 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.1 0.2 0.0 0.0 1.4 2.4 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.4 0.4 0.0 0.0 1.4 3.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.3 2.4 2.4 0.0 0.0 38.7 41.2 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 344 66 138
Approach Delay, s/veh 2.4 38.7 41.2
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 75.6 14.4 14.4
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 52.4 28.1 28.1
Max Q Clear Time (g_c+I1), s 3.5 5.5 9.0
Green Ext Time (p_c), s 2.4 0.3 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 16.5
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 133 16 71 21 0 35 0 588 43 86 747 0 Future Volume (veh/h) 133 16 71 21 0 35 0 588 43 86 747 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 170 0 56 22 0 37 0 619 45 91 786 0 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 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 8 0 30 3 6 50000 1410 102 396 1493 0 Arrive On Green 0.25 0.00 0.25 0.00 0.00 0.00 0.00 0.45 0.45 0.45 0.45 0.00 Sat Flow, veh/h 3162 0 1440 0 0 3244 229 683 3428 0
Grp Volume(v), veh/h 170 0 56 0.0 0 327 337 91 786 0
Grp Sat Flow(s),veh/h/ln 1581 0 1440 0 1670 1715 683 1670 0 Q Serve(g_s), s 1.7 0.0 1.2 0.0 5.3 5.3 4.2 6.7 0.0
Cycle Q Clear(g_c), s 1.7 0.0 1.2 0.0 5.3 5.3 9.5 6.7 0.0 Prop In Lane 1.00 1.00 0.00 0.13 1.00 0.00
Lane Grp Cap(c), veh/h 803 0 365 0 746 766 396 1493 0
V/C Ratio(X) 0.21 0.00 0.15 0.00 0.44 0.44 0.23 0.53 0.00 Avail Cap(c_a), veh/h 2086 0 949 0 1271 1305 610 2542 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.6 0.0 11.4 0.0 7.5 7.5 10.8 7.9 0.0 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.4 0.4 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.3 0.0 1.4 1.4 0.5 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.7 0.0 11.6 0.0 7.9 7.9 11.1 8.2 0.0 L n G r p L O S B B AABA
Approach Vol, veh/h 226 664 877
Approach Delay, s/veh 11.7 7.9 8.5
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 21.5 17.9 21.5
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 7.3 3.7 11.5
Green Ext Time (p_c), s 4.2 0.7 6.1
Intersection Summary
HCM 7th Control Delay, s/veh 8.7
HCM 7th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 16 76 12 10 13 340 466 61 74 508 259 Future Volume (veh/h) 104 16 76 12 10 13 340 466 61 74 508 259 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.98 1.00 0.99 1.00 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 117 18 5 13 11 2 382 524 60 83 571 234 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 247 250 210 243 205 37 527 2247 256 509 1338 547 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.11 0.74 0.74 0.58 0.58 0.58 Sat Flow, veh/h 1231 1758 1474 1220 1441 262 1581 3019 345 735 2291 937 Grp Volume(v), veh/h 117 18 5 13 0 13 382 289 295 83 416 389 Grp Sat Flow(s),veh/h/ln 1231 1758 1474 1220 0 1703 1581 1670 1694 735 1670 1558 Q Serve(g_s), s 8.2 0.8 0.3 0.8 0.0 0.6 8.0 4.8 4.9 4.8 12.4 12.5 Cycle Q Clear(g_c), s 8.8 0.8 0.3 1.6 0.0 0.6 8.0 4.8 4.9 4.8 12.4 12.5 Prop In Lane 1.00 1.00 1.00 0.15 1.00 0.20 1.00 0.60
Lane Grp Cap(c), veh/h 247 250 210 243 0 243 527 1243 1260 509 975 910 V/C Ratio(X) 0.47 0.07 0.02 0.05 0.00 0.05 0.73 0.23 0.23 0.16 0.43 0.43 Avail Cap(c_a), veh/h 429 510 427 423 0 494 553 1243 1260 509 975 910 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 0.00 1.00 0.79 0.79 0.79 0.91 0.91 0.91 Uniform Delay (d), s/veh 37.1 33.4 33.2 34.1 0.0 33.3 7.9 3.6 3.6 8.8 10.4 10.4 Incr Delay (d2), s/veh 2.0 0.2 0.1 0.1 0.0 0.1 3.3 0.3 0.3 0.6 1.2 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.4 0.1 0.3 0.0 0.3 2.5 1.3 1.4 0.8 4.5 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.1 33.6 33.3 34.2 0.0 33.4 11.2 3.9 3.9 9.4 11.6 11.7 L n G r p L O S DCCC C BAAABB
Approach Vol, veh/h 140 26 966 888
Approach Delay, s/veh 38.2 33.8 6.8 11.5
Approach LOS D C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.9 18.1 14.4 57.5 18.1
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 6.9 10.8 10.0 14.5 3.6
Green Ext Time (p_c), s 6.1 0.6 0.2 8.7 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 11.4
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 7: Hill Ave & Del Mar Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 433 24 11 829 246 121 466 30 146 257 194 Future Volume (veh/h) 110 433 24 11 829 246 121 466 30 146 257 194 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 0.99 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 113 446 22 11 855 80 125 480 27 151 265 79 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 163 1107 54 163 1142 497 295 748 42 341 1014 295 Arrive On Green 0.10 0.34 0.34 0.10 0.34 0.34 0.23 0.23 0.23 0.11 0.40 0.40 Sat Flow, veh/h 1581 3236 159 1581 3340 1453 911 3209 180 1581 2536 738 Grp Volume(v), veh/h 113 230 238 11 855 80 125 249 258 151 172 172 Grp Sat Flow(s),veh/h/ln 1581 1670 1725 1581 1670 1453 911 1670 1719 1581 1670 1604 Q Serve(g_s), s 6.0 9.1 9.2 0.5 19.7 3.3 10.6 11.7 11.8 5.8 6.0 6.3 Cycle Q Clear(g_c), s 6.0 9.1 9.2 0.5 19.7 3.3 10.6 11.7 11.8 5.8 6.0 6.3 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.10 1.00 0.46
Lane Grp Cap(c), veh/h 163 571 590 163 1142 497 295 390 401 341 667 641 V/C Ratio(X) 0.69 0.40 0.40 0.07 0.75 0.16 0.42 0.64 0.64 0.44 0.26 0.27 Avail Cap(c_a), veh/h 267 782 808 267 1564 680 400 583 600 427 667 641 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 37.7 21.9 21.9 35.3 25.3 20.0 29.7 30.1 30.1 20.4 17.5 17.6 Incr Delay (d2), s/veh 5.2 0.7 0.6 0.2 1.7 0.2 1.4 2.5 2.5 1.3 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.5 3.7 0.2 7.6 1.1 2.4 4.9 5.0 2.2 2.3 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.9 22.5 22.5 35.4 27.1 20.2 31.1 32.6 32.6 21.7 17.7 17.8 L n G r p L O S DCCDCCCCCCBB
Approach Vol, veh/h 581 946 632 495
Approach Delay, s/veh 26.5 26.6 32.3 19.0
Approach LOS C C C B
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 34.3 14.5 24.8 13.5 34.3 39.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 8.0 21.7 7.8 13.8 2.5 11.2 8.3 Green Ext Time (p_c), s 0.1 8.1 0.3 4.8 0.0 4.1 2.0
Intersection Summary
HCM 7th Control Delay, s/veh 26.5
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 1: Wilson Ave & Green St Ti ming Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 6 9 5 4 0 5 10000 2 4 9 3 4 3 1 1 6 30 F u t u r e V o l u m e ( v e h / h ) 6 9 5 4 0 5 10000 2 4 9 3 4 3 1 1 6 30 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.96 0.99 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 77 600 57 0 277 38 34 181 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 258 2007 189 0 655 534 118 551 0
Arrive On Green 0.49 0.49 0.49 0.00 0.37 0.37 0.37 0.37 0.00 Sat Flow, veh/h 525 4084 385 0 1758 1432 157 1479 0
Grp Volume(v), veh/h 254 234 246 0 277 38 215 0 0
Grp Sat Flow(s),veh/h/ln 1732 1600 1662 0 1758 1432 1636 0 0 Q Serve(g_s), s 6.1 6.1 6.2 0.0 8.2 1.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.1 6.1 6.2 0.0 8.2 1.2 6.1 0.0 0.0 Prop In Lane 0.30 0.23 0.00 1.00 0.16 0.00
Lane Grp Cap(c), veh/h 851 786 817 0 655 534 670 0 0
V/C Ratio(X) 0.30 0.30 0.30 0.00 0.42 0.07 0.32 0.00 0.00 Avail Cap(c_a), veh/h 851 786 817 0 655 534 670 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 10.6 10.6 10.6 0.0 16.3 14.1 15.7 0.0 0.0 Incr Delay (d2), s/veh 0.9 1.0 0.9 0.0 2.0 0.3 1.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.2 2.3 0.0 3.5 0.4 2.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.5 11.6 11.6 0.0 18.3 14.4 17.0 0.0 0.0 L n G r p L O S BBB BBB
Approach Vol, veh/h 734 315 215
Approach Delay, s/veh 11.5 17.9 17.0
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 39.3 30.7 30.7
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 34.4 26.1 26.1
Max Q Clear Time (g_c+I1), s 8.2 8.1 10.2
Green Ext Time (p_c), s 0.9 0.3 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 14.0
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 2: Holliston Ave & Colorado Blvd Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 17 573 33 61 576 7 27 27 85 18 11 9 Future Volume (veh/h) 17 573 33 61 576 7 27 27 85 18 11 9 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.97 0.90 0.97 0.92 0.99 0.98 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.90 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1660 1758 1758 1660 1758 1758 1758 1758 1758 1758 1758 1758 Adj Flow Rate, veh/h 18 591 29 63 594 6 28 28 68 19 11 6 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 192 948 46 184 997 10 204 204 428 440 243 123 Arrive On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.58 0.58 0.58 0.58 0.58 0.58 Sat Flow, veh/h 707 3220 158 695 3384 34 256 350 735 637 417 211 Grp Volume(v), veh/h 18 306 314 63 293 307 124 0 0 36 0 0 Grp Sat Flow(s),veh/h/ln 707 1670 1708 695 1670 1748 1340 0 0 1265 0 0 Q Serve(g_s), s 1.8 12.7 12.7 6.9 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 13.8 12.7 12.7 19.6 12.0 12.0 3.2 0.0 0.0 0.8 0.0 0.0 Prop In Lane 1.00 0.09 1.00 0.02 0.23 0.55 0.53 0.17
Lane Grp Cap(c), veh/h 192 492 503 184 492 515 836 0 0 806 0 0 V/C Ratio(X) 0.09 0.62 0.62 0.34 0.60 0.60 0.15 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 197 503 514 189 503 527 836 0 0 806 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 30.1 24.4 24.4 32.9 24.1 24.2 7.6 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 2.3 2.3 1.0 1.7 1.6 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.1 5.2 1.2 4.8 5.0 1.0 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.3 26.7 26.7 33.9 25.8 25.8 8.0 0.0 0.0 7.2 0.0 0.0 L n G r p L O S CCCCCCA A
Approach Vol, veh/h 638 663 124 36
Approach Delay, s/veh 26.8 26.6 8.0 7.2
Approach LOS C C A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 51.5 28.5 51.5 28.5
Change Period (Y+Rc), s 4.9 4.9 4.9 4.9
Max Green Setting (Gmax), s 46.1 24.1 46.1 24.1
Max Q Clear Time (g_c+I1), s 5.2 15.8 2.8 21.6
Green Ext Time (p_c), s 0.8 2.5 0.2 1.0
Intersection Summary
HCM 7th Control Delay, s/veh 24.6
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 3: Hill Ave & Colorado Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 151 462 65 120 424 200 70 672 291 123 350 121 Future Volume (veh/h) 151 462 65 120 424 200 70 672 291 123 350 121 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0.95 0.99 0.96 0.99 0.96 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 156 476 19 124 437 111 72 693 145 127 361 91 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 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 428 1187 505 421 1148 486 342 898 384 270 734 182 Arrive On Green 0.11 0.36 0.36 0.10 0.34 0.34 0.09 0.27 0.27 0.10 0.28 0.28 Sat Flow, veh/h 1581 3340 1420 1581 3340 1414 1581 3340 1427 1581 2626 652 Grp Volume(v), veh/h 156 476 19 124 437 111 72 693 145 127 228 224 Grp Sat Flow(s),veh/h/ln 1581 1670 1420 1581 1670 1414 1581 1670 1427 1581 1670 1607 Q Serve(g_s), s 6.0 10.7 0.9 4.8 9.9 5.6 3.1 19.1 8.3 5.5 11.4 11.7 Cycle Q Clear(g_c), s 6.0 10.7 0.9 4.8 9.9 5.6 3.1 19.1 8.3 5.5 11.4 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.41
Lane Grp Cap(c), veh/h 428 1187 505 421 1148 486 342 898 384 270 467 449 V/C Ratio(X) 0.36 0.40 0.04 0.29 0.38 0.23 0.21 0.77 0.38 0.47 0.49 0.50 Avail Cap(c_a), veh/h 443 1187 505 455 1148 486 408 1039 444 319 519 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 0.75 0.75 0.75 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.3 24.2 21.1 17.5 24.8 23.4 22.4 33.7 29.8 24.2 30.1 30.2 Incr Delay (d2), s/veh 0.3 0.6 0.1 0.4 1.0 1.1 0.2 3.2 1.0 1.3 1.7 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 2.2 4.3 0.3 1.7 4.0 2.0 1.2 8.0 2.9 2.1 4.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.6 24.9 21.1 17.9 25.7 24.5 22.6 36.9 30.7 25.5 31.7 32.0 L n G r p L O S BCCBCCCDCCCC
Approach Vol, veh/h 651 672 910 579
Approach Delay, s/veh 23.0 24.1 34.8 30.5
A p p r o a c h L O S CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.9 40.4 13.9 31.8 15.1 39.3 12.8 32.8 Change Period (Y+Rc), s 4.2 4.9 4.2 4.9 4.2 4.9 4.2 4.9 Max Green Setting (Gmax), s 11.8 26.1 12.8 31.1 11.8 26.1 12.8 31.1 Max Q Clear Time (g_c+I1), s 6.8 12.7 7.5 21.1 8.0 11.9 5.1 13.7 Green Ext Time (p_c), s 0.1 4.4 0.1 5.7 0.1 4.8 0.1 4.5 Intersection Summary
HCM 7th Control Delay, s/veh 28.6
HCM 7th LOS C
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 4: Holliston Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 5 9 5 2 6 4 40000 5 4 2 8 1 8 6 80 F u t u r e V o l u m e ( v e h / h ) 5 9 5 2 6 4 40000 5 4 2 8 1 8 6 80 I n i t i a l Q ( Q b ) , v e h 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 0.97 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1758 1758 1758 0 1758 1758 1758 1758 0 Adj Flow Rate, veh/h 61 542 39 0 56 5 19 70 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 333 033330
Cap, veh/h 382 3392 243 0 137 12 69 135 0
Arrive On Green 0.80 0.80 0.80 0.00 0.10 0.10 0.10 0.10 0.00 Sat Flow, veh/h 479 4250 304 0 1426 127 212 1401 0
Grp Volume(v), veh/h 221 203 218 0 0 61 89 0 0
Grp Sat Flow(s),veh/h/ln 1734 1600 1699 0 0 1554 1613 0 0 Q Serve(g_s), s 2.7 2.6 2.7 0.0 0.0 3.3 1.4 0.0 0.0
Cycle Q Clear(g_c), s 2.7 2.6 2.7 0.0 0.0 3.3 4.7 0.0 0.0 Prop In Lane 0.28 0.18 0.00 0.08 0.21 0.00
Lane Grp Cap(c), veh/h 1384 1277 1356 0 0 150 204 0 0
V/C Ratio(X) 0.16 0.16 0.16 0.00 0.00 0.41 0.44 0.00 0.00 Avail Cap(c_a), veh/h 1384 1277 1356 0 0 312 373 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 0.00 0.00 1.00 0.93 0.00 0.00 Uniform Delay (d), s/veh 2.1 2.1 2.1 0.0 0.0 38.2 38.8 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.3 0.2 0.0 0.0 1.8 1.4 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.6 0.7 0.0 0.0 1.3 2.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 2.3 2.4 2.3 0.0 0.0 40.0 40.2 0.0 0.0 LnGrp LOS A A A D D
Approach Vol, veh/h 642 61 89
Approach Delay, s/veh 2.3 40.0 40.2
Approach LOS A D D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 76.7 13.3 13.3
Change Period (Y+Rc), s 4.9 4.6 4.6
Max Green Setting (Gmax), s 62.4 18.1 18.1
Max Q Clear Time (g_c+I1), s 4.7 5.3 6.7
Green Ext Time (p_c), s 4.7 0.2 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 9.5
HCM 7th LOS A
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 5: Hill Ave & Green St/Pasadena City College Parking Lot T iming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 318 6 247 66 0 55 0 685 28 18 541 0 Future Volume (veh/h) 318 6 247 66 0 55 0 685 28 18 541 0 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.96 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 1660 0 1758 0 1758 1758 1660 1758 0 Adj Flow Rate, veh/h 432 0 181 72 0 60 0 745 30 20 588 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333303033330
C a p , v e h / h 9 5 10 4 3 50000 1244 50 316 1272 0
Arrive On Green 0.30 0.00 0.30 0.00 0.00 0.00 0.00 0.38 0.38 0.38 0.38 0.00 Sat Flow, veh/h 3162 0 1445 0 0 3355 131 616 3428 0
Grp Volume(v), veh/h 432 0 181 0.0 0 381 394 20 588 0
Grp Sat Flow(s),veh/h/ln 1581 0 1445 0 1670 1728 616 1670 0 Q Serve(g_s), s 4.1 0.0 3.7 0.0 6.8 6.8 1.0 4.9 0.0
Cycle Q Clear(g_c), s 4.1 0.0 3.7 0.0 6.8 6.8 7.8 4.9 0.0 Prop In Lane 1.00 1.00 0.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 951 0 435 0 636 658 316 1272 0
V/C Ratio(X) 0.45 0.00 0.42 0.00 0.60 0.60 0.06 0.46 0.00 Avail Cap(c_a), veh/h 2219 0 1014 0 1352 1399 580 2704 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 10.5 0.0 10.4 0.0 9.2 9.2 12.3 8.6 0.0 Incr Delay (d2), s/veh 0.3 0.0 0.6 0.0 0.9 0.9 0.1 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 1.0 0.0 1.9 1.9 0.1 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.8 0.0 11.0 0.0 10.1 10.1 12.4 8.9 0.0 L n G r p L O S B B BBBA
Approach Vol, veh/h 613 775 608
Approach Delay, s/veh 10.9 10.1 9.0
Approach LOS B B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 18.0 19.1 18.0
Change Period (Y+Rc), s 3.9 7.9 3.9
Max Green Setting (Gmax), s 30.0 26.0 30.0
Max Q Clear Time (g_c+I1), s 8.8 6.1 9.8
Green Ext Time (p_c), s 5.0 2.2 4.2
Intersection Summary
HCM 7th Control Delay, s/veh 10.0
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 6: Hill Ave & Cordova St/Pasadena City College Parking Lot Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 8 169 83 34 123 117 426 14 15 615 175 Future Volume (veh/h) 110 8 169 83 34 123 117 426 14 15 615 175 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 118 9 22 89 37 16 126 458 13 16 661 163 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 229 267 226 260 177 76 501 2437 69 565 1573 388 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.10 0.73 0.73 0.59 0.59 0.59 Sat Flow, veh/h 1199 1758 1490 1224 1164 503 1581 3317 94 819 2656 654 Grp Volume(v), veh/h 118 9 22 89 0 53 126 230 241 16 415 409 Grp Sat Flow(s),veh/h/ln 1199 1758 1490 1224 0 1667 1581 1670 1741 819 1670 1640 Q Serve(g_s), s 8.6 0.4 1.1 6.0 0.0 2.5 2.3 3.8 3.8 0.7 12.1 12.2 Cycle Q Clear(g_c), s 11.1 0.4 1.1 6.4 0.0 2.5 2.3 3.8 3.8 0.7 12.1 12.2 Prop In Lane 1.00 1.00 1.00 0.30 1.00 0.05 1.00 0.40
Lane Grp Cap(c), veh/h 229 267 226 260 0 253 501 1227 1279 565 989 972 V/C Ratio(X) 0.52 0.03 0.10 0.34 0.00 0.21 0.25 0.19 0.19 0.03 0.42 0.42 Avail Cap(c_a), veh/h 394 510 432 429 0 484 555 1227 1279 565 989 972 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 0.00 1.00 0.88 0.88 0.88 0.89 0.89 0.89 Uniform Delay (d), s/veh 38.3 32.5 32.9 35.3 0.0 33.4 5.5 3.7 3.7 7.6 10.0 10.0 Incr Delay (d2), s/veh 2.6 0.1 0.3 0.8 0.0 0.4 0.2 0.3 0.3 0.1 1.2 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.2 0.4 1.8 0.0 1.0 0.6 1.1 1.1 0.1 4.4 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.8 32.6 33.1 36.0 0.0 33.8 5.7 4.0 4.0 7.7 11.1 11.1 L n G r p L O S DCCD C AAAABB
Approach Vol, veh/h 149 142 597 840
Approach Delay, s/veh 39.2 35.2 4.3 11.1
Approach LOS D D A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 71.0 19.0 12.8 58.2 19.0
Change Period (Y+Rc), s 4.9 5.3 4.2 4.9 5.3
Max Green Setting (Gmax), s 53.7 26.1 11.7 37.8 26.1
Max Q Clear Time (g_c+I1), s 5.8 13.1 4.3 14.2 8.4
Green Ext Time (p_c), s 4.6 0.6 0.1 8.1 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 13.2
HCM 7th LOS B
HCM 7th Signalized Intersection Summary Future Plus Pr oject Conditions (2027) 7: Hill Ave & Del Mar Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 878 28 44 501 199 40 242 35 421 357 140 Future Volume (veh/h) 103 878 28 44 501 199 40 242 35 421 357 140 I n i t i a l Q ( Q b ) , v e h 000000000000
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.95 0.98 0.97 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 1660 1758 1758 1660 1758 1758 1660 1758 1758 Adj Flow Rate, veh/h 112 954 28 48 545 62 43 263 26 458 388 112 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P e r c e n t H e a v y V e h , % 333333333333
Cap, veh/h 152 1183 35 152 1194 515 231 601 59 440 1023 291 Arrive On Green 0.10 0.36 0.36 0.10 0.36 0.36 0.20 0.20 0.20 0.16 0.40 0.40 Sat Flow, veh/h 1581 3309 97 1581 3340 1440 781 3056 299 1581 2545 724 Grp Volume(v), veh/h 112 481 501 48 545 62 43 142 147 458 253 247 Grp Sat Flow(s),veh/h/ln 1581 1670 1736 1581 1670 1440 781 1670 1685 1581 1670 1599 Q Serve(g_s), s 6.4 24.3 24.3 2.6 11.7 2.7 4.4 7.0 7.2 14.7 10.0 10.2 Cycle Q Clear(g_c), s 6.4 24.3 24.3 2.6 11.7 2.7 4.4 7.0 7.2 14.7 10.0 10.2 Prop In Lane 1.00 0.06 1.00 1.00 1.00 0.18 1.00 0.45
Lane Grp Cap(c), veh/h 152 597 621 152 1194 515 231 328 331 440 671 643 V/C Ratio(X) 0.74 0.81 0.81 0.32 0.46 0.12 0.19 0.43 0.44 1.04 0.38 0.38 Avail Cap(c_a), veh/h 249 729 758 249 1457 628 331 543 548 440 671 643 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 41.1 27.1 27.1 39.4 23.1 20.2 31.9 33.0 33.1 29.6 19.7 19.8 Incr Delay (d2), s/veh 6.7 6.2 6.0 1.2 0.4 0.1 0.5 1.3 1.3 54.3 0.3 0.4 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 2.7 10.2 10.6 1.1 4.5 0.9 0.9 2.9 3.0 10.3 3.8 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.8 33.3 33.1 40.6 23.5 20.3 32.5 34.3 34.4 83.9 20.1 20.2 L n G r p L O S DCCDCCCCCFCC
Approach Vol, veh/h 1094 655 332 958
Approach Delay, s/veh 34.7 24.4 34.1 50.6
A p p r o a c h L O S CCCD
Timer - Assigned Phs 123456 8
Phs Duration (G+Y+Rc), s 13.5 37.9 19.2 22.9 13.5 37.9 42.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 40.8 14.7 30.4 14.7 40.8 30.4 Max Q Clear Time (g_c+I1), s 8.4 13.7 16.7 9.2 4.6 26.3 12.2 Green Ext Time (p_c), s 0.1 5.7 0.0 2.7 0.0 7.1 2.9
Intersection Summary
HCM 7th Control Delay, s/veh 37.4
HCM 7th LOS D
Appendix C.

Queuing
Calculation
Sheets
Queues Future Baseline Conditions (2027)
1: Wilson Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 286 199 52 303
v/c Ratio 0.13 0.29 0.09 0.48
Control Delay (s/veh) 8.5 16.4 4.9 19.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 8.5 16.4 4.9 19.3
Queue Length 50th (ft) 19 58 0 95
Queue Length 95th (ft) 32 104 19 163
Internal Link Dist (ft) 283 463 342
Turn Bay Length (ft) 75
Base Capacity (vph) 2197 676 595 631
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.13 0.29 0.09 0.48
Intersection Summary
Queues Future Baseline Conditions (2027)
2: Holliston Ave & Colorado Blvd Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 6 277 73 641 77 17
v/c Ratio 0.06 0.32 0.30 0.74 0.08 0.02
Control Delay (s/veh) 21.8 23.1 26.0 32.1 3.7 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.8 23.1 26.0 32.1 3.7 6.5
Queue Length 50th (ft) 2 54 29 150 5 3
Queue Length 95th (ft) 11 84 62 201 22 11
Internal Link Dist (ft) 633 381 399 649
Turn Bay Length (ft) 130 130
Base Capacity (vph) 118 991 278 1000 948 1013
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.28 0.26 0.64 0.08 0.02
Intersection Summary
Queues Future Baseline Conditions (2027)
3: Hill Ave & Colorado Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 105 172 26 151 563 171 67 598 119 155 856 v/c Ratio 0.30 0.17 0.05 0.31 0.51 0.31 0.28 0.62 0.24 0.50 0.79 Control Delay (s/veh) 19.7 28.0 0.2 19.5 31.4 13.1 17.3 33.3 7.0 21.4 35.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 19.7 28.0 0.2 19.5 31.4 13.1 17.3 33.3 7.0 21.4 35.1 Queue Length 50th (ft) 40 44 0 59 166 29 22 163 3 54 246 Queue Length 95th (ft) 75 73 0 103 226 86 46 224 43 94 323 Internal Link Dist (ft) 381 304 397 1152
Turn Bay Length (ft) 150 150 140 50 100 100 120
Base Capacity (vph) 358 1005 504 489 1101 550 287 1046 529 333 1088 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.29 0.17 0.05 0.31 0.51 0.31 0.23 0.57 0.22 0.47 0.79 Intersection Summary
Queues Future Baseline Conditions (2027)
4: Holliston Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 4
Lane Group EBT NBT SBT
Lane Group Flow (vph) 343 97 117
v/c Ratio 0.10 0.43 0.53
Control Delay (s/veh) 2.5 30.0 44.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.5 30.0 44.2
Queue Length 50th (ft) 10 35 63
Queue Length 95th (ft) 22 71 103
Internal Link Dist (ft) 1485 580 399
Turn Bay Length (ft)
Base Capacity (vph) 3455 487 519
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.10 0.20 0.23
Intersection Summary
Queues Future Baseline Conditions (2027)
5: Hill Ave & Green St/Pasadena City College Parking LotTiming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 5
Lane Group EBL EBT EBR WBL WBR NBT SBL SBT
Lane Group Flow (vph) 78 78 58 22 37 664 91 764
v/c Ratio 0.21 0.21 0.15 0.07 0.09 0.40 0.31 0.45
Control Delay (s/veh) 21.8 20.5 7.2 25.2 0.5 12.8 17.4 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.8 20.5 7.2 25.2 0.5 12.8 17.4 13.5 Queue Length 50th (ft) 23 21 0 6 0 85 22 104
Queue Length 95th (ft) 65 64 25 28 0 155 67 185
Internal Link Dist (ft) 380 644 397
Turn Bay Length (ft) 140
Base Capacity (vph) 870 886 821 352 425 2190 384 2214
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 0.09 0.09 0.07 0.06 0.09 0.30 0.24 0.35 Intersection Summary
Queues Future Baseline Conditions (2027)
6: Hill Ave & Cordova St/Pasadena City College Parking LotTiming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 117 18 85 13 26 369 593 83 828
v/c Ratio 0.55 0.06 0.26 0.06 0.09 0.72 0.26 0.25 0.55
Control Delay (s/veh) 42.3 27.8 8.5 27.8 17.4 18.7 5.4 18.8 17.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.2 0.6 0.0 0.0
Total Delay (s/veh) 42.3 27.8 8.5 27.8 17.4 19.0 5.9 18.8 17.1 Queue Length 50th (ft) 62 9 0 6 5 62 47 28 148
Queue Length 95th (ft) 101 23 33 19 23 #225 100 66 219
Internal Link Dist (ft) 826 139 213 644
Turn Bay Length (ft) 175 50 50 110
Base Capacity (vph) 352 506 484 355 468 509 2322 329 1518 Starvation Cap Reductn 0 0 0 0 0 9 1268 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 0.33 0.04 0.18 0.04 0.06 0.74 0.56 0.25 0.55 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Future Baseline Conditions (2027)
7: Hill Ave & Del Mar Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 113 471 11 851 254 121 499 149 460 v/c Ratio 0.59 0.39 0.08 0.76 0.39 0.66 0.66 0.48 0.34
Control Delay (s/veh) 58.7 24.6 51.2 35.8 5.3 56.4 40.3 26.7 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.2
Total Delay (s/veh) 58.7 24.6 51.2 35.8 5.3 56.4 40.3 27.4 12.8 Queue Length 50th (ft) 71 113 7 255 0 73 157 65 59
Queue Length 95th (ft) 145 176 27 377 56 152 232 121 106 Internal Link Dist (ft) 848 1556 421 213
Turn Bay Length (ft) 110 130 80 100
Base Capacity (vph) 238 1452 238 1400 755 249 1035 339 1664 Starvation Cap Reductn 0 0 0 0 0 0 0 51 576
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 0.47 0.32 0.05 0.61 0.34 0.49 0.48 0.52 0.42 Intersection Summary
Queues Future Baseline Conditions (2027)
1: Wilson Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 732 277 37 214
v/c Ratio 0.32 0.43 0.07 0.36
Control Delay (s/veh) 10.8 18.9 5.8 18.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.8 18.9 5.8 18.0
Queue Length 50th (ft) 62 87 0 65
Queue Length 95th (ft) 86 148 17 117
Internal Link Dist (ft) 283 463 342
Turn Bay Length (ft) 75
Base Capacity (vph) 2294 651 551 601
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.32 0.43 0.07 0.36
Intersection Summary
Queues Future Baseline Conditions (2027)
2: Holliston Ave & Colorado Blvd Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 18 624 62 591 144 38
v/c Ratio 0.16 0.73 0.60 0.69 0.15 0.04
Control Delay (s/veh) 24.7 31.7 50.6 30.6 5.4 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.7 31.7 50.6 30.6 5.4 6.1
Queue Length 50th (ft) 7 145 27 136 18 5
Queue Length 95th (ft) 24 194 #78 183 44 18
Internal Link Dist (ft) 633 381 399 649
Turn Bay Length (ft) 130 130
Base Capacity (vph) 135 991 120 999 945 916
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.13 0.63 0.52 0.59 0.15 0.04
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Future Baseline Conditions (2027)
3: Hill Ave & Colorado Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 156 476 67 123 437 206 62 673 291 127 483 v/c Ratio 0.41 0.47 0.13 0.34 0.44 0.41 0.17 0.69 0.51 0.45 0.45 Control Delay (s/veh) 20.6 30.8 2.0 19.6 30.7 14.2 16.0 35.1 11.3 20.9 25.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 20.6 30.8 2.0 19.6 30.7 14.2 16.0 35.1 11.3 20.9 25.1 Queue Length 50th (ft) 57 126 0 44 117 35 22 197 36 47 117 Queue Length 95th (ft) 106 190 10 86 174 104 43 256 109 78 157 Internal Link Dist (ft) 381 304 397 1152
Turn Bay Length (ft) 150 150 140 50 100 100 120
Base Capacity (vph) 384 1017 507 375 995 506 411 1042 594 312 1115 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.47 0.13 0.33 0.44 0.41 0.15 0.65 0.49 0.41 0.43 Intersection Summary
Queues Future Baseline Conditions (2027)
4: Holliston Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 4
Lane Group EBT NBT SBT
Lane Group Flow (vph) 644 85 86
v/c Ratio 0.17 0.41 0.44
Control Delay (s/veh) 2.8 31.4 42.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.8 31.4 42.5
Queue Length 50th (ft) 24 32 47
Queue Length 95th (ft) 52 69 84
Internal Link Dist (ft) 1485 580 399
Turn Bay Length (ft)
Base Capacity (vph) 3788 320 319
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.27 0.27
Intersection Summary
Queues Future Baseline Conditions (2027)
5: Hill Ave & Green St/Pasadena City College Parking LotTiming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 5
Lane Group EBL EBT EBR WBL WBR NBT SBL SBT
Lane Group Flow (vph) 185 183 169 72 60 775 20 585
v/c Ratio 0.48 0.46 0.36 0.27 0.17 0.66 0.15 0.50
Control Delay (s/veh) 25.8 22.2 6.4 30.3 2.0 20.2 18.7 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 25.8 22.2 6.4 30.3 2.0 20.2 18.7 17.7 Queue Length 50th (ft) 62 52 0 24 0 119 5 84
Queue Length 95th (ft) 137 127 45 73 6 220 23 160
Internal Link Dist (ft) 380 644 397
Turn Bay Length (ft) 140
Base Capacity (vph) 722 716 736 292 368 1847 215 1858
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 0.26 0.26 0.23 0.25 0.16 0.42 0.09 0.31 Intersection Summary
Queues Future Baseline Conditions (2027)
6: Hill Ave & Cordova St/Pasadena City College Parking LotTiming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 118 9 182 89 169 124 473 16 804
v/c Ratio 0.69 0.03 0.43 0.39 0.43 0.29 0.20 0.04 0.45
Control Delay (s/veh) 53.2 26.3 7.6 35.1 11.9 7.0 5.6 12.5 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0
Total Delay (s/veh) 53.2 26.3 7.6 35.1 11.9 7.0 6.1 12.5 13.4 Queue Length 50th (ft) 63 4 0 45 18 19 41 4 124
Queue Length 95th (ft) 110 15 48 80 64 50 82 17 216
Internal Link Dist (ft) 826 139 213 644
Turn Bay Length (ft) 175 50 50 110
Base Capacity (vph) 268 506 559 359 541 463 2317 437 1792 Starvation Cap Reductn 0 0 0 0 0 0 1328 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 0.44 0.02 0.33 0.25 0.31 0.27 0.48 0.04 0.45 Intersection Summary
Queues Future Baseline Conditions (2027)
7: Hill Ave & Del Mar Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 112 984 48 543 216 42 299 453 515 v/c Ratio 0.56 0.80 0.29 0.47 0.34 0.33 0.53 1.20 0.42
Control Delay (s/veh) 52.2 32.4 47.5 26.0 5.0 43.4 38.2 140.8 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.2
Total Delay (s/veh) 52.2 32.4 47.5 26.0 5.0 43.4 38.2 141.2 21.0 Queue Length 50th (ft) 63 257 27 126 0 22 83 ~254 104
Queue Length 95th (ft) 135 410 70 210 51 59 133 #601 164 Internal Link Dist (ft) 848 1556 421 213
Turn Bay Length (ft) 110 130 80 100
Base Capacity (vph) 248 1455 248 1463 757 246 1071 377 1709 Starvation Cap Reductn 0 0 0 0 0 0 0 14 485
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 0.45 0.68 0.19 0.37 0.29 0.17 0.28 1.25 0.42 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Queues Future Plus Project Conditions (2027)
1: Wilson Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 298 199 56 307
v/c Ratio 0.14 0.29 0.09 0.49
Control Delay (s/veh) 8.6 16.4 4.8 19.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 8.6 16.4 4.8 19.5
Queue Length 50th (ft) 20 58 0 97
Queue Length 95th (ft) 34 104 20 166
Internal Link Dist (ft) 283 463 342
Turn Bay Length (ft) 75
Base Capacity (vph) 2201 676 597 627
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.14 0.29 0.09 0.49
Intersection Summary
Queues Future Plus Project Conditions (2027)
2: Holliston Ave & Colorado Blvd Timing Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 6 283 81 643 77 22
v/c Ratio 0.06 0.33 0.34 0.74 0.08 0.02
Control Delay (s/veh) 21.8 22.9 27.0 32.2 3.7 6.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.8 22.9 27.0 32.2 3.7 6.6
Queue Length 50th (ft) 2 55 32 151 5 3
Queue Length 95th (ft) 11 84 68 202 22 13
Internal Link Dist (ft) 633 381 399 649
Turn Bay Length (ft) 130 130
Base Capacity (vph) 117 990 275 999 948 1027
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.05 0.29 0.29 0.64 0.08 0.02
Intersection Summary
Queues Future Plus Project Conditions (2027)
3: Hill Ave & Colorado Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 105 172 26 161 563 171 69 602 121 155 877 v/c Ratio 0.30 0.17 0.05 0.34 0.52 0.31 0.29 0.62 0.24 0.50 0.80 Control Delay (s/veh) 19.8 28.2 0.2 19.9 31.7 13.2 17.5 33.0 7.2 21.2 35.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 19.8 28.2 0.2 19.9 31.7 13.2 17.5 33.0 7.2 21.2 35.6 Queue Length 50th (ft) 40 45 0 64 166 29 23 164 4 54 255 Queue Length 95th (ft) 75 73 0 109 226 86 47 226 44 94 334 Internal Link Dist (ft) 381 304 397 1152
Turn Bay Length (ft) 150 150 140 50 100 100 120
Base Capacity (vph) 355 992 499 484 1091 546 283 1055 533 334 1096 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.17 0.05 0.33 0.52 0.31 0.24 0.57 0.23 0.46 0.80 Intersection Summary
Queues Future Plus Project Conditions (2027)
4: Holliston Ave & Green St Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 4
Lane Group EBT NBT SBT
Lane Group Flow (vph) 367 97 138
v/c Ratio 0.11 0.41 0.58
Control Delay (s/veh) 2.5 28.9 45.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.5 28.9 45.4
Queue Length 50th (ft) 11 34 75
Queue Length 95th (ft) 23 71 118
Internal Link Dist (ft) 1485 580 399
Turn Bay Length (ft)
Base Capacity (vph) 3390 487 523
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.11 0.20 0.26
Intersection Summary
Queues Future Plus Project Conditions (2027)
5: Hill Ave & Green St/Pasadena City College Parking LotTiming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 5
Lane Group EBL EBT EBR WBL WBR NBT SBL SBT
Lane Group Flow (vph) 83 82 67 22 37 664 91 786
v/c Ratio 0.23 0.22 0.17 0.07 0.09 0.39 0.31 0.46
Control Delay (s/veh) 22.2 20.7 7.9 25.5 0.5 12.7 17.3 13.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 22.2 20.7 7.9 25.5 0.5 12.7 17.3 13.6 Queue Length 50th (ft) 25 23 0 6 0 85 22 108
Queue Length 95th (ft) 68 67 29 28 0 155 67 192
Internal Link Dist (ft) 380 644 397
Turn Bay Length (ft) 140
Base Capacity (vph) 865 878 817 350 423 2176 381 2199
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 0.09 0.08 0.06 0.09 0.31 0.24 0.36 Intersection Summary
Queues Future Plus Project Conditions (2027)
6: Hill Ave & Cordova St/Pasadena City College Parking LotTiming Plan: AM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 117 18 85 13 26 382 593 83 862
v/c Ratio 0.55 0.06 0.26 0.06 0.09 0.73 0.26 0.27 0.60
Control Delay (s/veh) 42.3 27.8 8.5 27.8 17.4 21.5 5.4 19.8 18.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 1.0 0.6 0.0 0.0
Total Delay (s/veh) 42.3 27.8 8.5 27.8 17.4 22.5 5.9 19.8 18.6 Queue Length 50th (ft) 62 9 0 6 5 82 47 30 165
Queue Length 95th (ft) 101 23 33 19 23 #297 100 66 227
Internal Link Dist (ft) 826 139 213 644
Turn Bay Length (ft) 175 50 50 110
Base Capacity (vph) 352 506 484 355 468 521 2322 308 1436 Starvation Cap Reductn 0 0 0 0 0 31 1268 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 0.33 0.04 0.18 0.04 0.06 0.78 0.56 0.27 0.60 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Future Plus Project Conditions (2027)
7: Hill Ave & Del Mar Blvd Timing Plan: AM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 113 471 11 855 254 125 511 151 465 v/c Ratio 0.59 0.39 0.08 0.77 0.39 0.67 0.66 0.49 0.34
Control Delay (s/veh) 59.6 24.8 51.5 36.4 5.3 56.7 40.3 26.9 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.3
Total Delay (s/veh) 59.6 24.8 51.5 36.4 5.3 56.7 40.3 27.7 13.0 Queue Length 50th (ft) 73 117 7 265 0 77 164 67 61
Queue Length 95th (ft) 145 176 27 380 56 156 238 122 108 Internal Link Dist (ft) 848 1556 421 213
Turn Bay Length (ft) 110 130 80 100
Base Capacity (vph) 235 1434 235 1381 748 245 1021 337 1644 Starvation Cap Reductn 0 0 0 0 0 0 0 51 598
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 0.48 0.33 0.05 0.62 0.34 0.51 0.50 0.53 0.44 Intersection Summary
Queues Future Plus Project Conditions (2027)
1: Wilson Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 1
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 734 277 38 215
v/c Ratio 0.32 0.43 0.07 0.36
Control Delay (s/veh) 10.8 18.9 5.7 18.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.8 18.9 5.7 18.1
Queue Length 50th (ft) 63 87 0 65
Queue Length 95th (ft) 86 148 17 117
Internal Link Dist (ft) 283 463 342
Turn Bay Length (ft) 75
Base Capacity (vph) 2294 651 552 599
Starvation Cap Reductn 0 0 0 0
Spillback Cap Reductn 0 0 0 0
Storage Cap Reductn 0 0 0 0
Reduced v/c Ratio 0.32 0.43 0.07 0.36
Intersection Summary
Queues Future Plus Project Conditions (2027)
2: Holliston Ave & Colorado Blvd Timing Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 2
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 18 625 63 601 144 39
v/c Ratio 0.16 0.73 0.61 0.70 0.15 0.04
Control Delay (s/veh) 24.9 31.8 51.5 31.0 5.4 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.9 31.8 51.5 31.0 5.4 6.1
Queue Length 50th (ft) 7 145 27 140 18 5
Queue Length 95th (ft) 24 194 #80 187 44 18
Internal Link Dist (ft) 633 381 399 649
Turn Bay Length (ft) 130 130
Base Capacity (vph) 131 991 120 998 945 919
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.14 0.63 0.53 0.60 0.15 0.04
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Future Plus Project Conditions (2027)
3: Hill Ave & Colorado Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 156 476 67 124 437 206 72 693 300 127 486 v/c Ratio 0.41 0.47 0.13 0.35 0.44 0.41 0.20 0.70 0.52 0.46 0.45 Control Delay (s/veh) 20.7 31.0 2.0 19.8 30.9 14.3 16.2 35.4 12.0 21.0 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh) 20.7 31.0 2.0 19.8 30.9 14.3 16.2 35.4 12.0 21.0 25.2 Queue Length 50th (ft) 58 128 0 45 118 35 25 203 40 46 117 Queue Length 95th (ft) 106 190 10 87 174 104 48 266 118 78 160 Internal Link Dist (ft) 381 304 397 1152
Turn Bay Length (ft) 150 150 140 50 100 100 120
Base Capacity (vph) 382 1011 504 374 989 504 410 1042 594 307 1112 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.47 0.13 0.33 0.44 0.41 0.18 0.67 0.51 0.41 0.44 Intersection Summary
Queues Future Plus Project Conditions (2027)
4: Holliston Ave & Green St Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 4
Lane Group EBT NBT SBT
Lane Group Flow (vph) 648 85 89
v/c Ratio 0.17 0.41 0.45
Control Delay (s/veh) 2.9 31.2 42.7
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.9 31.2 42.7
Queue Length 50th (ft) 24 32 48
Queue Length 95th (ft) 52 69 86
Internal Link Dist (ft) 1485 580 399
Turn Bay Length (ft)
Base Capacity (vph) 3782 320 320
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.27 0.28
Intersection Summary
Queues Future Plus Project Conditions (2027)
5: Hill Ave & Green St/Pasadena City College Parking LotTiming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 5
Lane Group EBL EBT EBR WBL WBR NBT SBL SBT
Lane Group Flow (vph) 215 210 196 72 60 775 20 588
v/c Ratio 0.52 0.50 0.38 0.27 0.17 0.67 0.15 0.51
Control Delay (s/veh) 26.2 22.1 6.0 31.8 1.9 21.4 19.9 18.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 26.2 22.1 6.0 31.8 1.9 21.4 19.9 18.7 Queue Length 50th (ft) 74 62 0 25 0 128 5 91
Queue Length 95th (ft) 158 143 47 75 6 228 24 166
Internal Link Dist (ft) 380 644 397
Turn Bay Length (ft) 140
Base Capacity (vph) 701 694 733 283 361 1791 204 1802
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 0.30 0.27 0.25 0.17 0.43 0.10 0.33 Intersection Summary
Queues Future Plus Project Conditions (2027)
6: Hill Ave & Cordova St/Pasadena City College Parking LotTiming Plan: PM Peak Hour 1364 E Green Street Synchro 12 Report
Fehr & Peers Page 6
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 118 9 182 89 169 126 473 16 849
v/c Ratio 0.69 0.03 0.43 0.39 0.43 0.30 0.20 0.04 0.47
Control Delay (s/veh) 53.2 26.3 7.6 35.1 11.9 7.2 5.6 12.5 13.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0
Total Delay (s/veh) 53.2 26.3 7.6 35.1 11.9 7.2 6.1 12.5 13.7 Queue Length 50th (ft) 63 4 0 45 18 19 41 4 133
Queue Length 95th (ft) 110 15 48 80 64 50 82 17 232
Internal Link Dist (ft) 826 139 213 644
Turn Bay Length (ft) 175 50 50 110
Base Capacity (vph) 268 506 559 359 541 447 2317 437 1791 Starvation Cap Reductn 0 0 0 0 0 0 1328 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 0.44 0.02 0.33 0.25 0.31 0.28 0.48 0.04 0.47 Intersection Summary
Queues Future Plus Project Conditions (2027)
7: Hill Ave & Del Mar Blvd Timing Plan: PM Peak Hour
1364 E Green Street Synchro 12 Report
Fehr & Peers Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 112 984 48 545 216 43 301 458 540 v/c Ratio 0.56 0.80 0.29 0.47 0.34 0.35 0.54 1.22 0.44
Control Delay (s/veh) 52.2 32.5 47.6 26.1 5.0 44.1 38.3 146.6 21.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.2
Total Delay (s/veh) 52.2 32.5 47.6 26.1 5.0 44.1 38.3 147.0 21.3 Queue Length 50th (ft) 63 258 27 127 0 23 83 ~261 111
Queue Length 95th (ft) 135 410 70 211 51 60 134 #609 173 Internal Link Dist (ft) 848 1556 421 213
Turn Bay Length (ft) 110 130 80 100
Base Capacity (vph) 248 1454 248 1462 757 240 1070 376 1709 Starvation Cap Reductn 0 0 0 0 0 0 0 14 481
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 0.45 0.68 0.19 0.37 0.29 0.18 0.28 1.27 0.44 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.

Pasadena City CouncilMarch 2, 2026

Pasadena City Council
March 2, 2026