1 August 2025
Traffic Analysis Summary
Attachment B
1 Traffic Analysis
Introduction
This report summarizes the results of a traffic operations analysis conducted for the three study intersections along Miramonte Avenue, between El Camino Real and Castro St/Marilyn Dr, in the City of Mountain View. The analysis evaluated Existing Baseline and Existing with Project conditions during the AM and PM peak periods using Synchro Version 12.
Data Collection
Turning Movement Counts
Turning movement counts, including bicycles and pedestrians, were collected on Thursday, September 19, 2024, between 7:00 AM and 9:00 AM and between 2:00 PM and 6:00 PM at the following intersections:
1. Miramonte Ave and El Camino Real – signalized
2. Miramonte Ave and Park Dr – side street stop controlled
3. Miramonte Ave and Castro St/Marilyn Dr – signalized
Average Daily Traffic
Average daily traffic (ADT) counts were conducted along Miramonte Ave, just south of Sonia Wy, 24 hours a day for seven days, from Monday, September 16, 2024 to Sunday, September 22, 2024.
Additional details on data collection are provided in Appendix A: Data Collection.
Signal timing data was provided by the City of Mountain View.
Analysis Scenarios
Two scenarios were evaluated:
• Existing Baseline Conditions: Based on observed traffic volumes and current intersection configurations.
• Existing with Project Conditions: Reflects proposed roadway modifications, including a road diet on Miramonte Avenue. No vehicle diversion is assumed to occur due to the capacity reduction. Note that the Project is not proposed to change intersection geometrics at Intersections 1 and 3.
2 Traffic Analysis
Methodology
Intersection performance was analyzed using Synchro Version 12 to obtain traffic measures of effectiveness (MOEs). MOEs for this analysis include intersection delay, Level of Service (LOS), and 95th percentile queue length.
Intersection delay, which is measured in seconds, is the average time that drivers wait at an intersection during the peak 15-minutes of the peak hour of roadway traffic. Higher intersection delay is associated with a poorer experience for drivers. Delay measurements were generated using the Highway Capacity Manual (HCM) 2000 methodology.
LOS is a qualitative measure expressed as a letter grade (A through F) that describes the operation of an intersection. LOS A is associated with the ideal operation of an intersection where drivers experience free flow traffic. LOS F is associated with the worst operation of an intersection where drivers experience high congestion. Per California Senate Bill SB743 and City of Mountain View Resolution 18484: Adopt Policy Implementing Calif. Environmental Quality Act Senate Bill 743, LOS is not a determinant for project impacts as part of state environmental review. It is provided here for informational purposes only.
The 95th percentile queue length represents the queue length that is only expected to be exceeded 5% of the time during the peak 15 minutes in the peak hour. It is commonly used as a basis of determining turn pocket lengths.
Results
Weekday ADT is approximately 8,000. Weekend traffic is approximately 65% of weekday traffic – approximately 5,200 vehicles. An ADT of less than 10,000 indicates that a road diet could be implemented with minimal operational impacts.
1 Detailed Synchro outputs are provided in Appendix B: Detailed Synchro Reports. The summary tables below present LOS and average delay for each intersection, as well as 95th percentile queue lengths.
1 Federal Highway Administration, Road Diet Information Guide, 2014.
3 Traffic Analysis
Table 1: Intersection Delay and LOS Results – Miramonte Ave and El Camino Real Intersection
Approach
AM Existing
(Delay (s) / LOS)
AM Ex + Proj
(Delay (s) / LOS)
PM Existing
(Delay (s) / LOS)
PM Ex + Proj
(Delay (s) / LOS)
EB 43.2 / D 43.2 / D 40.3 / D 40.3 / D
WB 35.7 / D 35.7 / D 32.2 / C 32.2 / C
NB 87.9 / F 87.9 / F 96.4 / F 96.4 / F
SB 76.0 / E 76.0 / E 73.5 / E 73.5 / E
Overall 54.0 / D 54.0 / D 50.2 / D 50.2 / D
Table 2: 95th Percentile Queue Results – Miramonte Ave and El Camino Real Movement AM Existing
(95th Percentile
Queue Length (ft))
AM Ex + Proj
(95th Percentile
Queue Length
(ft))
PM Existing
(95th Percentile
Queue Length
(ft))
PM Ex + Proj
(95th Percentile
Queue Length
(ft))
EBL 240 240 255 255
EBT 494 494 600 600
EBR 63 63 56 56
WBL 197 197 227* 227*
WBT 493 493 512 512
NBL 240 240 282* 282*
NBT 288 288 200 200
SBL 311 311 289 289
SBT 291 291 261 261
SBR 50 50 224 224
*95th percentile volume exceeds capacity, queue may be longer.
4 Traffic Analysis
The Project is not proposing to change geometrics at the Miramonte Ave and El Camino Real intersection. Therefore, the Existing and Existing + Project results are identical.
Table 3: Intersection Delay and LOS Results – Miramonte Ave and Park Dr Intersection
Approach
AM Existing
(Delay (s) / LOS)
AM Ex + Proj
(Delay (s) / LOS)
PM Existing
(Delay (s) / LOS)
PM Ex + Proj
(Delay (s) / LOS)
WB 10.9 / B 13.9 / B 9.9 / A 11.5 / B
NB N/A N/A N/A N/A
SB N/A N/A N/A N/A
Overall 0.1 / A 0.1 / A 0.1 / A 0.1 / A
Table 4: 95th Percentile Queue Results – Miramonte Ave and Park Dr Movement AM Existing
(95th Percentile
Queue Length (ft))
AM Ex + Proj
(95th Percentile
Queue Length
(ft))
PM Existing
(95th Percentile
Queue Length
(ft))
PM Existing
(95th Percentile
Queue Length
(ft))
WBL <1 vehicle <1 vehicle <1 vehicle <1 vehicle
WBR 0 0 0 0
NBT 0 0 0 0
NBR 0 0 0 0
SBL 0 0 0 0
SBT 0 0 0 0
The Project is proposing to reduce the number of travel lanes by one in each direction on Miramonte Ave on each side of Park Dr. The proposed improvements would lead to a nominal delay increase on the westbound (stop controlled) leg of Miramonte Ave and Park Dr of 3.0 seconds in the AM peak and
1.6 seconds in the PM peak. The LOS during the AM and PM peak periods remains at LOS A in the
5 Traffic Analysis
Existing with Project condition. During the AM peak, the 95th percentile queue on the westbound leg would not see a measurable increase.
Table 5: Intersection Delay and LOS Results – Miramonte Ave and Castro St/Marilyn Dr Intersection
Approach
AM Existing
(Delay (s) / LOS)
AM Ex + Proj
(Delay (s) / LOS)
PM Existing
(Delay (s) / LOS)
PM Ex + Proj
(Delay (s) / LOS)
EB 33.4 / C 33.4 / C 25.7 / C 25.7 / C
WB 34.2 / C 34.2 / C 20.9 / C 20.9 / C
NB 18.6 / B 18.6 / B 12.5 / B 12.5 / B
SB 13.5 / B 13.5 / B 11.6 / B 11.6 / B
Overall 18.3 / B 18.3 / B 13.5 / B 13.5 / B
Table 6: 95th Percentile Queue Results – Miramonte Ave and Castro St/Marilyn Dr Movement AM Existing
(95th Percentile
Queue Length (ft))
AM Ex + Proj
(95th Percentile
Queue Length
(ft))
PM Existing
(95th Percentile
Queue Length
(ft))
PM Ex + Proj
(95th Percentile
Queue Length
(ft))
EBL 40 40 21 21
WBL 64 64 74 74
WBT 63 63 73 73
NBL <1 vehicle <1 vehicle <1 vehicle <1 vehicle
NBT 192 192 156 156
SBL 101 101 31 31
SBT 120 120 137 137
*95th percentile volume exceeds capacity, queue may be longer.
6 Traffic Analysis
The Project is not proposing to change geometrics at the Miramonte Ave and Castro St/Marilyn Dr intersection. Therefore, the Existing and Existing + Project results are identical.
Key Findings and Conclusion
Existing Baseline Conditions (2024 volumes, existing geometry):
• All three intersections operate at acceptable LOS during both AM and PM peak periods.
Existing with Project Conditions (2024 volumes, proposed geometry):
• The road diet slightly increases delay on the westbound (stop controlled) leg of Miramonte Ave and Park Dr, with the LOS remaining at LOS B or better. • Delay, LOS, and 95th percentile queues remain unchanged at the signalized intersections of Miramonte Ave and El Camino Real and Miramonte Ave and Castro St/Marilyn Dr as the Project would not change intersection geometrics at those locations.
The proposed road diet on Miramonte Avenue (between El Camino Real and Castro Street/Marilyn Drive) does not result in impacts to traffic operations.
7 Traffic Analysis
Appendix A: Data Collection
1 December 2024
Data Collection
1 Data Collection
Data Collection
Turning Movement Counts (TMC)
Turning movement counts, including bikes and pedestrians, were conducted at the following five intersections on Thursday, September 19, 2024 between 7AM and 9AM and between 2PM and 6PM:
1. Miramonte Ave and El Camino Real (Segment A)
2. Miramonte Ave and Park Dr (Segment A)
3. Miramonte Ave and Castro St/Marilyn Dr (Segment A)
4. Miramonte Ave and Cuesta Dr (Segment C)
5. Miramonte Ave and Madison Dr (Segment C) (recollected on 9/26 due to equipment failure) Average Daily Traffic (ADT) Counts
ADT counts were conducted at the following two locations, 24 hours a day for seven days, from Monday, September 16, 2024 to Sunday, September 22, 2024:
1. Miramonte Ave, just south of Sonia Way (Segment A)
2. Miramonte Ave, just south of Rose Ave (Segment C)
Speed Surveys
Speed surveys were conducted at the following two locations on Tuesday, September 10, 2024 starting at 10:15AM and ending at 11:50AM, once the speed of 100 vehicles at each location had been measured:
1. Miramonte Ave, near Trophy Dr (Segment A)
2. Miramonte Ave, just south of Madison Dr (Segment C)
Parking Utilization
City of Mountain View staff collected parking utilization data along the entire length of Miramonte Avenue from El Camino Real to Yardis Court, including on-street and off-street data. Data was collected at the following dates and times:
• Tuesday, February 27, 2024, at 6AM, 9AM, 12PM, 4PM, 7PM and 11PM • Sunday, March 3, 2024, at 6AM, 9AM, 12PM, 4PM, 7PM and 11PM • Saturday, March 9, 2024, at 6AM, 9AM, 12PM, 4PM, 7PM and 11PM • Wednesday, September 18, 2024, at 6AM, 9AM, 12PM, 4PM, 7PM and 11PM (4PM data was recollected on 10/16)
• Thursday, September 19, 2024, at 6AM, 9AM, 12PM, 4PM, 7PM and 11PM (9AM data was recollected on 10/17)
2 Data Collection
• Saturday, September 21, 2024, at 6AM, 9AM, 12PM, 4PM, 7PM and 11PM Summary of Data
Turning Movement Counts
Miramonte Ave and El Camino Real (Segment A)
The peak hours at this intersection occur between 7:45AM and 8:45AM and between 5PM and 6PM.
During the AM peak hour, 3,847 vehicles pass through the intersection and during the PM peak hour, 4,257 vehicles pass through the intersection.
During the AM peak hour, 497 vehicles travel northbound on Miramonte Avenue and 773 travel southbound. During the PM peak hour, 391 travel northbound and 855 travel southbound.
A total of 19 and 18 bikes travel through the intersection in the AM and PM peak hours, respectively.
Most cyclists, 15 and 11 in the AM and PM peak hours, respectively, are completing through movements on Miramonte Avenue.
During each peak hour, 31 pedestrians cross at the intersection.
Miramonte Ave and Park Dr (Segment A)
The peak hours at this intersection occur between 7:45AM and 8:45AM and between 4:45PM and 5:45PM. During the AM peak hour, 1,126 vehicles pass through the intersection and during the PM peak hour, 976 vehicles pass through the intersection. The vast majority of traffic is through traffic on Miramonte Avenue (>98%) with no more than 14 vehicles traveling in any one direction during any peak hour on Park Drive.
During the AM peak hour, 546 vehicles travel northbound on Miramonte Avenue and 566 travel southbound. During the PM peak hour, 457 travel northbound and 514 travel southbound.
A total of 13 and 9 bikes travel through the intersection in the AM and PM peak hours, respectively.
A total of 5 and 6 pedestrians cross at the intersection in the AM and PM peak hours, respectively.
Miramonte Ave and Castro St/Marilyn Dr (Segment A)
The peak hours at this intersection occur between 7:45AM and 8:45AM and between 5PM and 6PM.
During the AM peak hour, 1,264 vehicles pass through the intersection and during the PM peak hour, 1,156 vehicles pass through the intersection. The majority of traffic is on Miramonte Avenue with the western leg of the intersection experiencing the lowest traffic volumes.
3 Data Collection
During the AM peak hour, 620 vehicles travel northbound on Miramonte Avenue and 512 travel southbound. During the PM peak hour, 528 travel northbound and 467 travel southbound. Over 200 vehicles make the NBR turning movement in the AM peak hour and over 130 vehicles make each of the NBR and WBL turning movements in the PM peak hour.
A total of 84 bikes travel through the intersection in the AM peak hour, over 50% of which make the NBR turning movement from Miramonte Avenue onto Castro Street. A total of 33 bikes travel through the intersection in the PM peak hour.
A total of 52 and 27 pedestrians cross at the intersection in the AM and PM peak hours, respectively.
The majority of pedestrian crossings occurred on the south leg of Miramonte Avenue.
Miramonte Ave and Cuesta Dr (Segment C)
The peak hours at this intersection occur between 7:45AM and 8:45AM and between 4:45PM and 5:45PM. During the AM peak hour, 2,204 vehicles pass through the intersection and during the PM peak hour, 2,232 vehicles pass through the intersection.
During the AM peak hour, 617 vehicles travel northbound on Miramonte Avenue and 486 travel southbound. During the PM peak hour, 417 travel northbound and 525 travel southbound.
A total of 37 bikes travel through the intersection in the AM peak hour, almost 50% of which are through movements on Miramonte Avenue. A total of 28 bikes travel through the intersection in the PM peak hour.
A total of 37 and 33 pedestrians cross at the intersection in the AM and PM peak hours, respectively.
Miramonte Ave and Madison Dr (Segment C)
The peak hours at this intersection occur between 7:30AM and 8:30AM and between 4:30PM and 5:30PM. During the AM peak hour, 1,060 vehicles pass through the intersection and during the PM peak hour, 937 vehicles pass through the intersection.
During the AM peak hour, 262 vehicles travel northbound on Miramonte Avenue and 440 travel southbound. During the PM peak hour, 347 vehicles travel northbound and 464 travel southbound.
A total of 34 and 21 bikes travel through the intersection in the AM and PM peak hours, respectively with over 88% being through movements on Miramonte Avenue.
A total of 35 and 20 pedestrians cross at the intersection in the AM and PM peak hours, respectively.
4 Data Collection
Average Daily Traffic (ADT) Counts
Miramonte Ave, just south of Sonia Way (Segment A)
Weekday average daily traffic (ADT) in Segment A is approximately 8,000. Weekend traffic is approximately 65% of weekday traffic – approximately 5,200 vehicles.
The weekday AM peak hour is between 8AM and 9AM with up to 928 vehicles traveling in both directions. The weekday PM peak hour is between 5PM and 6PM with up to 926 vehicles traveling in both directions.
During the weekend, the peak hour occurs at midday with up to 530 vehicles traveling in both directions.
Figure 1 shows hourly volumes on Segment A of Miramonte Avenue.
Figure 1: Traffic Volumes on Segment A of Miramonte Avenue
0 50
100
150
200
250
300
350
400
450
500Traffic Volume
End of Time Period
Weekday NB Weekday SB Weekend NB Weekend SB
5 Data Collection
Miramonte Ave, just south of Rose Ave (Segment C)
Weekday ADT in Segment C is approximately 9,000. Weekend traffic is approximately 69% of weekday traffic – approximately 6,200 vehicles.
The weekday AM peak hour is between 8AM and 9AM with up to 1,040 vehicles traveling in both directions. The weekday PM peak hour is between 5PM and 6PM with up to 914 vehicles traveling in both directions.
During the weekend, the peak hour occurs at midday with up to 573 vehicles traveling in both directions.
Figure 2 shows hourly volumes on Segment C of Miramonte Avenue.
Figure 2: Traffic Volumes on Segment C of Miramonte Avenue
0 100
200
300
400
500
600Traffic Volume
End of Time Period
Weekday NB Weekday SB Weekend NB Weekend SB
6 Data Collection
Speed Surveys
Near Trophy Dr (Segment A), the 85th percentile northbound speed was 38mph, 13mph over the posted speed limit of 25mph.
The 85th percentile southbound speed was 36mph, 1mph over the posted speed limit of 35mph at that location. Further north, near Park Drive, the posted speed limit reduces to 25mph.
The maximum speed recorded at this location was 40mph which occurred in the northbound direction.
Near Madison Dr (Segment C), the 85th percentile northbound speed was 37mph, the 85th percentile southbound speed was 39mph, and the 85th percentile bidirectional speed was 38mph. The 85th percentile speed was at most 4mph over the posted speed limit of 35mph. The maximum speed recorded at this location was 43mph which occurred in the southbound direction.
Parking Utilization
There are 161 on-street parking spaces in Segment A and 154 on-street parking spaces in Segment C.
Parking utilization is generally higher in the morning. In Segment A, less than a quarter of parking spaces are occupied at any given time with only 6AM on a Saturday seeing higher levels of parking utilization (27%). Parking utilization in Segment C does not exceed 8% at any time, which occurs at 9AM on a weekday. T able 1 summarizes the parking utilization data.
Table 1: Summary of Parking Utilization Data
Segment A Segment C
Number of on-street parking spaces 161 154
Maximum number of occupied spaces – weekday 36 12
Maximum percentage of occupied space – weekday 22% 8%
Maximum number of occupied spaces – weekend 43 4
Maximum percentage of occupied space – weekend 27% 3%
8 Traffic Analysis
Appendix B: Detailed Synchro Reports
Queues Miramonte Ave
1: Miramonte Ave/S Shorline Blvd & El Camino Real No Build AM Synchro 12 Report
08/19/2025 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 343 995 152 107 1285 164 450 217 452 274 v/c Ratio 0.81 0.54 0.18 0.59 0.51 0.80 0.84 0.86 0.71 0.55 Control Delay (s/veh) 92.6 32.4 8.5 91.9 33.5 103.1 87.5 104.4 76.2 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 92.6 32.4 8.5 91.9 33.5 103.1 87.5 104.4 76.2 10.2 Queue Length 50th (ft) 207 414 23 123 375 192 272 254 267 0 Queue Length 95th (ft) 240 494 63 197 493 240 288 311 291 50 Internal Link Dist (ft) 343 461 677 208
Turn Bay Length (ft) 190 200 225
Base Capacity (vph) 505 1845 853 180 2515 280 692 310 762 548 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.54 0.18 0.59 0.51 0.59 0.65 0.70 0.59 0.50 Intersection Summary
HCM Signalized Intersection Capacity Analysis Miramonte Ave 1: Miramonte Ave/S Shorline Blvd & El Camino Real No Build AM Synchro 12 Report
08/19/2025 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 288 836 128 103 1133 101 133 318 46 178 371 225 Future Volume (vph) 288 836 128 103 1133 101 133 318 46 178 371 225 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3502 3610 1562 1805 5114 1805 3524 1805 3610 1573 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3502 3610 1562 1805 5114 1805 3524 1805 3610 1573 Peak-hour factor, PHF 0.84 0.84 0.84 0.96 0.96 0.96 0.81 0.81 0.81 0.82 0.82 0.82 Adj. Flow (vph) 343 995 152 107 1180 105 164 393 57 217 452 274 RTOR Reduction (vph) 0 0 55 0 5 0 0 7 0 0 0 226
Lane Group Flow (vph) 343 995 97 107 1280 0 164 443 0 217 452 48 Confl. Peds. (#/hr) 5 10 10 5 8 8 8 8
Confl. Bikes (#/hr) 5 7 9 2
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Actuated Green, G (s) 21.7 92.0 92.0 18.0 88.3 20.6 27.0 25.3 31.7 31.7 Effective Green, g (s) 21.7 92.0 92.0 18.0 88.3 20.6 27.0 25.3 31.7 31.7 Actuated g/C Ratio 0.12 0.51 0.51 0.10 0.49 0.11 0.15 0.14 0.18 0.18 Clearance Time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 422 1845 798 180 2508 206 528 253 635 277 v/s Ratio Prot c0.10 c0.28 c0.06 0.25 0.09 c0.13 c0.12 0.13 v/s Ratio Perm 0.06 0.03
v/c Ratio 0.81 0.54 0.12 0.59 0.51 0.80 0.84 0.86 0.71 0.17 Uniform Delay, d1 77.2 29.7 22.9 77.5 31.2 77.7 74.4 75.6 69.8 63.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.8 1.1 0.3 3.5 0.7 17.7 10.8 23.0 3.1 0.1 Delay (s) 88.0 30.8 23.2 81.0 31.9 95.4 85.2 98.6 73.0 63.1 Level of Service F C C F C F F F E E
Approach Delay (s/veh) 43.2 35.7 87.9 76.0
Approach LOS D D F E
Intersection Summary
HCM 2000 Control Delay (s/veh) 54.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 180.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Miramonte Ave 2: Park Dr & Miramonte Ave No Build AM
Synchro 12 Report
08/19/2025 Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 0 14 546 0 0 566
Future Volume (Veh/h) 0 14 546 0 0 566
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.88 0.88 0.75 0.75 0.75 0.75
Hourly flow rate (vph) 0 16 728 0 0 755
Pedestrians 2 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 757
pX, platoon unblocked 0.88
vC, conflicting volume 1108 369 730
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 860 369 730
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 97 100
cM capacity (veh/h) 264 631 882
Direction, Lane # WB 1 NB 1 NB 2 NB 3 SB 1 SB 2
Volume Total 16 364 364 0 378 378
Volume Left 0 0 0 0 0 0
Volume Right 16 0 0 0 0 0
cSH 631 1700 1700 1700 1700 1700
Volume to Capacity 0.03 0.21 0.21 0.00 0.22 0.22
Queue Length 95th (ft) 2 0 0 0 0 0
Control Delay (s/veh) 10.9 0.0 0.0 0.0 0.0 0.0
Lane LOS B
Approach Delay (s/veh) 10.9 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 26.6% ICU Level of Service A Analysis Period (min) 15
Queues Miramonte Ave
3: Miramonte Ave & Marilyn Dr/Castro St No Build AM
Synchro 12 Report
08/19/2025 Page 4
Lane Group EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 55 64 63 6 759 121 519
v/c Ratio 0.19 0.23 0.23 0.02 0.59 0.38 0.24
Control Delay (s/veh) 31.3 35.2 35.2 34.0 20.9 35.6 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 31.3 35.2 35.2 34.0 20.9 35.6 11.1
Queue Length 50th (ft) 20 29 28 3 144 53 63
Queue Length 95th (ft) 40 64 63 13 192 101 120
Internal Link Dist (ft) 129 279 2529 1804
Turn Bay Length (ft) 155 70 100
Base Capacity (vph) 942 893 891 341 1842 570 2290
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.07 0.07 0.02 0.41 0.21 0.23
Intersection Summary
HCM Signalized Intersection Capacity Analysis Miramonte Ave 3: Miramonte Ave & Marilyn Dr/Castro St No Build AM
Synchro 12 Report
08/19/2025 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 17 7 87 6 4 5 409 206 97 410 5
Future Volume (vph) 11 17 7 87 6 4 5 409 206 97 410 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.97 1.00 0.99 1.00 0.95 1.00 1.00
Flt Protected 0.98 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1803 1715 1712 1805 3394 1805 3602
Flt Permitted 0.98 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1803 1715 1712 1805 3394 1805 3602
Peak-hour factor, PHF 0.63 0.63 0.63 0.76 0.76 0.76 0.81 0.81 0.81 0.80 0.80 0.80 Adj. Flow (vph) 17 27 11 114 8 5 6 505 254 121 512 6
RTOR Reduction (vph) 0 7 0 0 0 0 0 36 0 0 0 0
Lane Group Flow (vph) 0 48 0 64 63 0 6 723 0 121 519 0
Confl. Peds. (#/hr) 7 28 28 7 10 7 7 10
Confl. Bikes (#/hr) 8 5 24 4
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases
Actuated Green, G (s) 7.2 7.4 7.4 1.6 30.4 12.6 41.4
Effective Green, g (s) 7.2 7.4 7.4 1.6 30.4 12.6 41.4
Actuated g/C Ratio 0.09 0.10 0.10 0.02 0.39 0.16 0.54
Clearance Time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 3.0 4.0
Lane Grp Cap (vph) 168 164 164 37 1339 295 1936
v/s Ratio Prot c0.03 c0.04 0.04 0.00 c0.21 c0.07 0.14
v/s Ratio Perm
v/c Ratio 0.28 0.39 0.38 0.16 0.54 0.41 0.27
Uniform Delay, d1 32.5 32.7 32.7 37.0 17.9 28.9 9.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 1.5 1.5 2.1 0.5 0.9 0.1
Delay (s) 33.4 34.2 34.2 39.1 18.5 29.8 9.7
Level of Service C C C D B C A
Approach Delay (s/veh) 33.4 34.2 18.6 13.5
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 18.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 77.0 Sum of lost time (s) 19.4 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
Queues Miramonte Ave
1: Miramonte Ave/S Shorline Blvd & El Camino Real Build AM Synchro 12 Report
08/19/2025 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 343 995 152 107 1285 164 450 217 452 274 v/c Ratio 0.81 0.54 0.18 0.59 0.51 0.80 0.84 0.86 0.71 0.55 Control Delay (s/veh) 92.6 32.4 8.6 91.9 33.5 103.1 87.5 104.4 76.2 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 92.6 32.4 8.6 91.9 33.5 103.1 87.5 104.4 76.2 10.2 Queue Length 50th (ft) 207 414 23 123 375 192 272 254 267 0 Queue Length 95th (ft) 240 494 63 197 493 240 288 311 291 50 Internal Link Dist (ft) 343 461 677 208
Turn Bay Length (ft) 190 200 225
Base Capacity (vph) 505 1845 834 180 2515 280 692 310 762 548 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.54 0.18 0.59 0.51 0.59 0.65 0.70 0.59 0.50 Intersection Summary
HCM Signalized Intersection Capacity Analysis Miramonte Ave 1: Miramonte Ave/S Shorline Blvd & El Camino Real Build AM Synchro 12 Report
08/19/2025 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 288 836 128 103 1133 101 133 318 46 178 371 225 Future Volume (vph) 288 836 128 103 1133 101 133 318 46 178 371 225 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.98 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3502 3610 1526 1805 5114 1805 3524 1805 3610 1573 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3502 3610 1526 1805 5114 1805 3524 1805 3610 1573 Peak-hour factor, PHF 0.84 0.84 0.84 0.96 0.96 0.96 0.81 0.81 0.81 0.82 0.82 0.82 Adj. Flow (vph) 343 995 152 107 1180 105 164 393 57 217 452 274 RTOR Reduction (vph) 0 0 55 0 5 0 0 7 0 0 0 226
Lane Group Flow (vph) 343 995 97 107 1280 0 164 443 0 217 452 48 Confl. Peds. (#/hr) 5 10 10 5 8 8 8 8
Confl. Bikes (#/hr) 5 7 9 2
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Actuated Green, G (s) 21.7 92.0 92.0 18.0 88.3 20.6 27.0 25.3 31.7 31.7 Effective Green, g (s) 21.7 92.0 92.0 18.0 88.3 20.6 27.0 25.3 31.7 31.7 Actuated g/C Ratio 0.12 0.51 0.51 0.10 0.49 0.11 0.15 0.14 0.18 0.18 Clearance Time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 422 1845 779 180 2508 206 528 253 635 277 v/s Ratio Prot c0.10 c0.28 c0.06 0.25 0.09 c0.13 c0.12 0.13 v/s Ratio Perm 0.06 0.03
v/c Ratio 0.81 0.54 0.12 0.59 0.51 0.80 0.84 0.86 0.71 0.17 Uniform Delay, d1 77.2 29.7 23.0 77.5 31.2 77.7 74.4 75.6 69.8 63.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.8 1.1 0.3 3.5 0.7 17.7 10.8 23.0 3.1 0.1 Delay (s) 88.0 30.8 23.3 81.0 31.9 95.4 85.2 98.6 73.0 63.1 Level of Service F C C F C F F F E E
Approach Delay (s/veh) 43.2 35.7 87.9 76.0
Approach LOS D D F E
Intersection Summary
HCM 2000 Control Delay (s/veh) 54.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 180.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Miramonte Ave 2: Park Dr & Miramonte Ave Build AM
Synchro 12 Report
08/19/2025 Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 0 14 546 0 0 566
Future Volume (Veh/h) 0 14 546 0 0 566
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.88 0.88 0.75 0.75 0.75 0.75
Hourly flow rate (vph) 0 16 728 0 0 755
Pedestrians 2 3
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 757
pX, platoon unblocked 0.85
vC, conflicting volume 1485 733 730
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1482 733 730
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 96 100
cM capacity (veh/h) 117 422 882
Direction, Lane # WB 1 NB 1 NB 2 SB 1
Volume Total 16 728 0 755
Volume Left 0 0 0 0
Volume Right 16 0 0 0
cSH 422 1700 1700 1700
Volume to Capacity 0.04 0.43 0.00 0.44
Queue Length 95th (ft) 3 0 0 0
Control Delay (s/veh) 13.9 0.0 0.0 0.0
Lane LOS B
Approach Delay (s/veh) 13.9 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15
Queues Miramonte Ave
3: Miramonte Ave & Marilyn Dr/Castro St Build AM
Synchro 12 Report
08/19/2025 Page 4
Lane Group EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 55 64 63 6 759 121 519
v/c Ratio 0.19 0.23 0.23 0.02 0.59 0.38 0.24
Control Delay (s/veh) 31.3 35.2 35.2 34.0 20.9 35.6 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 31.3 35.2 35.2 34.0 20.9 35.6 11.1
Queue Length 50th (ft) 20 29 28 3 144 53 63
Queue Length 95th (ft) 40 64 63 13 192 101 120
Internal Link Dist (ft) 129 279 2529 1804
Turn Bay Length (ft) 155 70 100
Base Capacity (vph) 942 893 890 341 1842 570 2290
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.07 0.07 0.02 0.41 0.21 0.23
Intersection Summary
HCM Signalized Intersection Capacity Analysis Miramonte Ave 3: Miramonte Ave & Marilyn Dr/Castro St Build AM
Synchro 12 Report
08/19/2025 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 17 7 87 6 4 5 409 206 97 410 5
Future Volume (vph) 11 17 7 87 6 4 5 409 206 97 410 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00 0.99 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.97 1.00 0.99 1.00 0.95 1.00 1.00
Flt Protected 0.98 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1803 1715 1709 1805 3394 1805 3602
Flt Permitted 0.98 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1803 1715 1709 1805 3394 1805 3602
Peak-hour factor, PHF 0.63 0.63 0.63 0.76 0.76 0.76 0.81 0.81 0.81 0.80 0.80 0.80 Adj. Flow (vph) 17 27 11 114 8 5 6 505 254 121 512 6
RTOR Reduction (vph) 0 7 0 0 0 0 0 36 0 0 0 0
Lane Group Flow (vph) 0 48 0 64 63 0 6 723 0 121 519 0
Confl. Peds. (#/hr) 7 28 28 7 10 7 7 10
Confl. Bikes (#/hr) 8 5 24 4
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases
Actuated Green, G (s) 7.2 7.4 7.4 1.6 30.4 12.6 41.4
Effective Green, g (s) 7.2 7.4 7.4 1.6 30.4 12.6 41.4
Actuated g/C Ratio 0.09 0.10 0.10 0.02 0.39 0.16 0.54
Clearance Time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 3.0 4.0
Lane Grp Cap (vph) 168 164 164 37 1339 295 1936
v/s Ratio Prot c0.03 c0.04 0.04 0.00 c0.21 c0.07 0.14
v/s Ratio Perm
v/c Ratio 0.28 0.39 0.38 0.16 0.54 0.41 0.27
Uniform Delay, d1 32.5 32.7 32.7 37.0 17.9 28.9 9.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 1.5 1.5 2.1 0.5 0.9 0.1
Delay (s) 33.4 34.2 34.2 39.1 18.5 29.8 9.7
Level of Service C C C D B C A
Approach Delay (s/veh) 33.4 34.2 18.6 13.5
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 18.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 77.0 Sum of lost time (s) 19.4 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
Queues Miramonte Ave
1: Miramonte Ave/S Shorline Blvd & El Camino Real No Build PM Synchro 12 Report
08/19/2025 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 348 1152 124 129 1473 179 323 189 389 362 v/c Ratio 0.84 0.60 0.14 0.68 0.55 0.95 0.78 0.76 0.72 0.79 Control Delay (s/veh) 91.8 29.6 6.7 91.2 29.1 126.0 85.0 89.1 76.2 31.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 91.8 29.6 6.7 91.2 29.1 126.0 85.0 89.1 76.2 31.4 Queue Length 50th (ft) 197 442 14 141 390 201 184 208 223 110 Queue Length 95th (ft) 255 600 56 #227 512 #282 200 289 261 224 Internal Link Dist (ft) 343 461 677 208
Turn Bay Length (ft) 190 200 225
Base Capacity (vph) 453 1933 888 191 2674 191 717 329 998 620 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.77 0.60 0.14 0.68 0.55 0.94 0.45 0.57 0.39 0.58 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Miramonte Ave 1: Miramonte Ave/S Shorline Blvd & El Camino Real No Build PM Synchro 12 Report
08/19/2025 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 334 1106 119 119 1231 124 140 235 17 172 354 329 Future Volume (vph) 334 1106 119 119 1231 124 140 235 17 172 354 329 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3502 3610 1576 1805 5101 1805 3569 1805 3610 1549 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3502 3610 1576 1805 5101 1805 3569 1805 3610 1549 Peak-hour factor, PHF 0.96 0.96 0.96 0.92 0.92 0.92 0.78 0.78 0.78 0.91 0.91 0.91 Adj. Flow (vph) 348 1152 124 129 1338 135 179 301 22 189 389 362 RTOR Reduction (vph) 0 0 45 0 5 0 0 4 0 0 0 225
Lane Group Flow (vph) 348 1152 79 129 1468 0 179 319 0 189 389 137 Confl. Peds. (#/hr) 12 4 4 12 15 15
Confl. Bikes (#/hr) 12 2 6
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Actuated Green, G (s) 20.1 90.9 90.9 18.1 88.9 17.9 19.6 23.7 25.4 25.4 Effective Green, g (s) 20.1 90.9 90.9 18.1 88.9 17.9 19.6 23.7 25.4 25.4 Actuated g/C Ratio 0.12 0.53 0.53 0.11 0.52 0.11 0.12 0.14 0.15 0.15 Clearance Time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 414 1930 842 192 2667 190 411 251 539 231 v/s Ratio Prot c0.10 c0.32 c0.07 0.29 c0.10 0.09 0.10 c0.11 v/s Ratio Perm 0.05 0.09
v/c Ratio 0.84 0.60 0.09 0.67 0.55 0.94 0.78 0.75 0.72 0.59 Uniform Delay, d1 73.4 27.0 19.4 73.1 27.2 75.5 73.1 70.3 68.9 67.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.7 1.4 0.2 7.1 0.8 48.2 8.2 10.8 4.0 2.7 Delay (s) 87.1 28.4 19.6 80.2 28.0 123.8 81.3 81.1 73.0 70.2 Level of Service F C B F C F F F E E
Approach Delay (s/veh) 40.3 32.2 96.4 73.5
Approach LOS D C F E
Intersection Summary
HCM 2000 Control Delay (s/veh) 50.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 170.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Miramonte Ave 2: Park Dr & Miramonte Ave No Build PM
Synchro 12 Report
08/19/2025 Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 0 5 456 1 0 514
Future Volume (Veh/h) 0 5 456 1 0 514
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.62 0.62 0.90 0.90 0.84 0.84
Hourly flow rate (vph) 0 8 507 1 0 612
Pedestrians 5 1
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 757
pX, platoon unblocked 0.90
vC, conflicting volume 818 260 512
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 586 260 512
tC, single (s) 6.8 6.9 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 99 100
cM capacity (veh/h) 401 741 1059
Direction, Lane # WB 1 NB 1 NB 2 NB 3 SB 1 SB 2
Volume Total 8 254 254 1 306 306
Volume Left 0 0 0 0 0 0
Volume Right 8 0 0 1 0 0
cSH 741 1700 1700 1700 1700 1700
Volume to Capacity 0.01 0.15 0.15 0.00 0.18 0.18
Queue Length 95th (ft) 1 0 0 0 0 0
Control Delay (s/veh) 9.9 0.0 0.0 0.0 0.0 0.0
Lane LOS A
Approach Delay (s/veh) 9.9 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15
Queues Miramonte Ave
3: Miramonte Ave & Marilyn Dr/Castro St No Build PM
Synchro 12 Report
08/19/2025 Page 4
Lane Group EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 23 91 90 8 599 23 490
v/c Ratio 0.04 0.17 0.17 0.01 0.35 0.04 0.26
Control Delay (s/veh) 21.6 23.8 23.8 26.3 14.0 26.0 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.6 23.8 23.8 26.3 14.0 26.0 11.6
Queue Length 50th (ft) 2 15 15 1 34 4 28
Queue Length 95th (ft) 21 74 73 15 156 31 137
Internal Link Dist (ft) 129 279 2529 1804
Turn Bay Length (ft) 155 70 100
Base Capacity (vph) 1330 1282 1278 654 2619 973 2965
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.07 0.07 0.01 0.23 0.02 0.17
Intersection Summary
HCM Signalized Intersection Capacity Analysis Miramonte Ave 3: Miramonte Ave & Marilyn Dr/Castro St No Build PM
Synchro 12 Report
08/19/2025 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 8 6 132 6 6 7 380 141 21 432 14
Future Volume (vph) 3 8 6 132 6 6 7 380 141 21 432 14
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.95 1.00 0.99 1.00 0.96 1.00 1.00
Flt Protected 0.99 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1773 1715 1708 1805 3448 1805 3590
Flt Permitted 0.99 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1773 1715 1708 1805 3448 1805 3590
Peak-hour factor, PHF 0.71 0.71 0.71 0.80 0.80 0.80 0.87 0.87 0.87 0.91 0.91 0.91 Adj. Flow (vph) 4 11 8 165 8 8 8 437 162 23 475 15
RTOR Reduction (vph) 0 8 0 0 0 0 0 22 0 0 1 0
Lane Group Flow (vph) 0 15 0 91 90 0 8 577 0 23 489 0
Confl. Peds. (#/hr) 5 11 11 5 6 5 5 6
Confl. Bikes (#/hr) 4 2 4 4
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases
Actuated Green, G (s) 2.5 8.4 8.4 1.2 20.9 2.5 22.2
Effective Green, g (s) 2.5 8.4 8.4 1.2 20.9 2.5 22.2
Actuated g/C Ratio 0.05 0.16 0.16 0.02 0.39 0.05 0.41
Clearance Time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 3.0 4.0
Lane Grp Cap (vph) 82 268 267 40 1341 84 1484
v/s Ratio Prot c0.01 c0.05 0.05 0.00 c0.17 c0.01 0.14
v/s Ratio Perm
v/c Ratio 0.19 0.34 0.34 0.20 0.43 0.27 0.33
Uniform Delay, d1 24.6 20.2 20.2 25.8 12.0 24.7 10.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.8 0.8 2.5 0.3 1.8 0.2
Delay (s) 25.7 20.9 20.9 28.2 12.3 26.5 10.9
Level of Service C C C C B C B
Approach Delay (s/veh) 25.7 20.9 12.5 11.6
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 53.7 Sum of lost time (s) 19.4 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
Queues Miramonte Ave
1: Miramonte Ave/S Shorline Blvd & El Camino Real Build PM Synchro 12 Report
08/19/2025 Page 1
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR
Lane Group Flow (vph) 348 1152 124 129 1473 179 323 189 389 362 v/c Ratio 0.84 0.60 0.14 0.68 0.55 0.95 0.78 0.76 0.72 0.79 Control Delay (s/veh) 91.8 29.6 6.8 91.2 29.1 126.0 85.0 89.1 76.2 31.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 91.8 29.6 6.8 91.2 29.1 126.0 85.0 89.1 76.2 31.4 Queue Length 50th (ft) 197 442 14 141 390 201 184 208 223 110 Queue Length 95th (ft) 255 600 56 #227 512 #282 200 289 261 224 Internal Link Dist (ft) 343 461 677 208
Turn Bay Length (ft) 190 200 225
Base Capacity (vph) 453 1933 872 191 2674 191 717 329 998 620 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.77 0.60 0.14 0.68 0.55 0.94 0.45 0.57 0.39 0.58 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM Signalized Intersection Capacity Analysis Miramonte Ave 1: Miramonte Ave/S Shorline Blvd & El Camino Real Build PM Synchro 12 Report
08/19/2025 Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 334 1106 119 119 1231 124 140 235 17 172 354 329 Future Volume (vph) 334 1106 119 119 1231 124 140 235 17 172 354 329 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 0.95 1.00 1.00 0.91 1.00 0.95 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.99 1.00 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3502 3610 1550 1805 5101 1805 3569 1805 3610 1549 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3502 3610 1550 1805 5101 1805 3569 1805 3610 1549 Peak-hour factor, PHF 0.96 0.96 0.96 0.92 0.92 0.92 0.78 0.78 0.78 0.91 0.91 0.91 Adj. Flow (vph) 348 1152 124 129 1338 135 179 301 22 189 389 362 RTOR Reduction (vph) 0 0 45 0 5 0 0 4 0 0 0 225
Lane Group Flow (vph) 348 1152 79 129 1468 0 179 319 0 189 389 137 Confl. Peds. (#/hr) 12 4 4 12 15 15
Confl. Bikes (#/hr) 12 2 6
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Prot NA Perm Prot NA Prot NA Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 4
Actuated Green, G (s) 20.1 90.9 90.9 18.1 88.9 17.9 19.6 23.7 25.4 25.4 Effective Green, g (s) 20.1 90.9 90.9 18.1 88.9 17.9 19.6 23.7 25.4 25.4 Actuated g/C Ratio 0.12 0.53 0.53 0.11 0.52 0.11 0.12 0.14 0.15 0.15 Clearance Time (s) 4.1 4.6 4.6 4.1 4.6 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.0 4.0 4.0 2.0 4.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 414 1930 828 192 2667 190 411 251 539 231 v/s Ratio Prot c0.10 c0.32 c0.07 0.29 c0.10 0.09 0.10 c0.11 v/s Ratio Perm 0.05 0.09
v/c Ratio 0.84 0.60 0.10 0.67 0.55 0.94 0.78 0.75 0.72 0.59 Uniform Delay, d1 73.4 27.0 19.4 73.1 27.2 75.5 73.1 70.3 68.9 67.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.7 1.4 0.2 7.1 0.8 48.2 8.2 10.8 4.0 2.7 Delay (s) 87.1 28.4 19.6 80.2 28.0 123.8 81.3 81.1 73.0 70.2 Level of Service F C B F C F F F E E
Approach Delay (s/veh) 40.3 32.2 96.4 73.5
Approach LOS D C F E
Intersection Summary
HCM 2000 Control Delay (s/veh) 50.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 170.0 Sum of lost time (s) 17.7 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Miramonte Ave 2: Park Dr & Miramonte Ave Build PM
Synchro 12 Report
08/19/2025 Page 3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 0 5 456 1 0 514
Future Volume (Veh/h) 0 5 456 1 0 514
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.62 0.62 0.90 0.90 0.84 0.84
Hourly flow rate (vph) 0 8 507 1 0 612
Pedestrians 5 1
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 3.5 3.5
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft) 757
pX, platoon unblocked 0.86
vC, conflicting volume 1124 513 512
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 1065 513 512
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 100 99 100
cM capacity (veh/h) 214 562 1059
Direction, Lane # WB 1 NB 1 NB 2 SB 1
Volume Total 8 507 1 612
Volume Left 0 0 0 0
Volume Right 8 0 1 0
cSH 562 1700 1700 1700
Volume to Capacity 0.01 0.30 0.00 0.36
Queue Length 95th (ft) 1 0 0 0
Control Delay (s/veh) 11.5 0.0 0.0 0.0
Lane LOS B
Approach Delay (s/veh) 11.5 0.0 0.0
Approach LOS B
Intersection Summary
Average Delay 0.1
Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period (min) 15
Queues Miramonte Ave
3: Miramonte Ave & Marilyn Dr/Castro St Build PM
Synchro 12 Report
08/19/2025 Page 4
Lane Group EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 23 91 90 8 599 23 490
v/c Ratio 0.04 0.17 0.17 0.01 0.35 0.04 0.26
Control Delay (s/veh) 21.6 23.8 23.8 26.3 14.0 26.0 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.6 23.8 23.8 26.3 14.0 26.0 11.6
Queue Length 50th (ft) 2 15 15 1 34 4 28
Queue Length 95th (ft) 21 74 73 15 156 31 137
Internal Link Dist (ft) 129 279 2529 1804
Turn Bay Length (ft) 155 70 100
Base Capacity (vph) 1330 1282 1276 654 2619 973 2965
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.07 0.07 0.01 0.23 0.02 0.17
Intersection Summary
HCM Signalized Intersection Capacity Analysis Miramonte Ave 3: Miramonte Ave & Marilyn Dr/Castro St Build PM
Synchro 12 Report
08/19/2025 Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 8 6 132 6 6 7 380 141 21 432 14
Future Volume (vph) 3 8 6 132 6 6 7 380 141 21 432 14
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.95 1.00 0.99 1.00 0.96 1.00 1.00
Flt Protected 0.99 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1773 1715 1706 1805 3448 1805 3590
Flt Permitted 0.99 0.95 0.96 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1773 1715 1706 1805 3448 1805 3590
Peak-hour factor, PHF 0.71 0.71 0.71 0.80 0.80 0.80 0.87 0.87 0.87 0.91 0.91 0.91 Adj. Flow (vph) 4 11 8 165 8 8 8 437 162 23 475 15
RTOR Reduction (vph) 0 8 0 0 0 0 0 22 0 0 1 0
Lane Group Flow (vph) 0 15 0 91 90 0 8 577 0 23 489 0
Confl. Peds. (#/hr) 5 11 11 5 6 5 5 6
Confl. Bikes (#/hr) 4 2 4 4
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 4 4 3 3 5 2 1 6
Permitted Phases
Actuated Green, G (s) 2.5 8.4 8.4 1.2 20.9 2.5 22.2
Effective Green, g (s) 2.5 8.4 8.4 1.2 20.9 2.5 22.2
Actuated g/C Ratio 0.05 0.16 0.16 0.02 0.39 0.05 0.41
Clearance Time (s) 5.0 5.2 5.2 4.6 4.6 4.6 4.6
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 3.0 4.0
Lane Grp Cap (vph) 82 268 266 40 1341 84 1484
v/s Ratio Prot c0.01 c0.05 0.05 0.00 c0.17 c0.01 0.14
v/s Ratio Perm
v/c Ratio 0.19 0.34 0.34 0.20 0.43 0.27 0.33
Uniform Delay, d1 24.6 20.2 20.2 25.8 12.0 24.7 10.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.8 0.8 2.5 0.3 1.8 0.2
Delay (s) 25.7 20.9 20.9 28.2 12.3 26.5 10.9
Level of Service C C C C B C B
Approach Delay (s/veh) 25.7 20.9 12.5 11.6
Approach LOS C C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 53.7 Sum of lost time (s) 19.4 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group