2026 Development Impact Fee Program Update Part 3 Traffic Needs Analysis — Goleta City Council, July 21, 2026 (part 5 of 6)

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: S Patterson Ave -- US 101 SB Ramps QC JOB #: QC JOB #: 165701107 CITY/STATE: CITY/STATE: Goleta, CA DATE: DATE: Tue, May 7 2024 1337 612
0 726 611
0 168
0 0
6 0.900.90
0 538
364
0 896
0 444 279
1090 723
Peak-Hour: 7:40 AM -- 8:40 AMPeak-Hour: 7:40 AM -- 8:40 AM Peak 15-Min: 7:50 AM -- 8:05 AMPeak 15-Min: 7:50 AM -- 8:05 AM

2.1 4.2
0 2.9 1.1
0 6
0 0

16.7 0

3.5 2.2
0 2.8
0 3.6 6.1

2.7 4.6
0 0 1
0 0 0 0
0 0
0 0
0 0
0 2 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count5-Min CountPeriodPeriodBeginning AtBeginning At S Patterson Ave S Patterson Ave
(Northbound)(Northbound)
S Patterson Ave S Patterson Ave
(Southbound)(Southbound)
US 101 SB RampsUS 101 SB Ramps
(Eastbound)(Eastbound)
US 101 SB RampsUS 101 SB Ramps
(Westbound)(Westbound) TotalTotal HourlyHourlyTotalsTotalsLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 7:00 AM 0 16 9 0 16 37 0 0 8 0 27 0 0 0 0 0 113
7:05 AM 0 17 11 0 25 23 0 0 3 0 22 0 0 0 0 0 101
7:10 AM 0 11 19 0 26 22 0 0 6 0 21 0 0 0 0 0 105
7:15 AM 0 16 14 0 28 34 0 0 4 0 22 0 0 0 0 0 118
7:20 AM 0 25 25 0 32 22 0 0 7 0 23 0 0 0 0 0 134
7:25 AM 0 7 24 0 29 23 0 0 8 0 21 0 0 0 0 0 112
7:30 AM 0 21 19 0 33 48 0 0 18 0 26 0 0 0 0 0 165
7:35 AM 0 15 27 0 48 32 0 0 6 0 24 0 0 0 0 0 152
7:40 AM 0 27 23 0 47 39 0 0 13 1 30 0 0 0 0 0 180
7:45 AM 0 35 21 0 48 63 0 0 16 0 27 0 0 0 0 0 210
7:50 AM 0 44 21 0 51 88 0 0 9 0 29 0 0 0 0 0 242
7:55 AM 0 47 23 0 42 72 0 0 14 0 41 0 0 0 0 0 239 1871
8:00 AM 0 47 20 0 53 66 0 0 16 2 39 0 0 0 0 0 243 2001
8:05 AM 0 46 22 0 38 61 0 0 10 2 26 0 0 0 0 0 205 2105
8:10 AM 0 32 23 0 74 58 0 0 17 0 24 0 0 0 0 0 228 2228
8:15 AM 0 42 23 0 54 54 0 0 20 0 25 0 0 0 0 0 218 2328
8:20 AM 0 41 23 0 48 55 0 0 14 0 30 0 0 0 0 0 211 2405
8:25 AM 0 26 14 0 58 64 0 0 12 0 33 0 0 0 0 0 207 2500
8:30 AM 0 27 33 0 39 57 0 0 16 0 38 0 0 0 0 0 210 2545
8:35 AM 0 30 33 0 59 49 0 0 11 1 22 0 0 0 0 0 205 2598
8:40 AM 0 18 24 0 47 50 0 0 13 0 20 0 0 0 0 0 172 2590
8:45 AM 0 44 26 0 31 59 0 0 16 0 18 0 0 0 0 0 194 2574
8:50 AM 0 31 19 0 61 65 0 0 16 0 25 0 0 0 0 0 217 2549
8:55 AM 0 41 22 0 48 47 0 0 9 0 31 0 0 0 0 0 198 2508
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU All Vehicles 0 552 256 0 584 904 0 0 156 8 436 0 0 0 0 0 2896 Heavy Trucks 0 8 16 8 20 0 4 0 8 0 0 0 64
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 4 0 0 0 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 6/20/2024 3:42 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

S Patterson Ave
-- US 101 SB Ramps
QC JOB #:

QC JOB #:
165701108
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
1008
1060
0 513
495
0 385
0 0
2 0.95

0.95 0
624
237
0 972
0 675
475
750
1150
Peak-Hour: 4:25 PM -- 5:25 PM
Peak-Hour: 4:25 PM -- 5:25 PM
Peak 15-Min: 5:00 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PM

1.7 0.8
0 2.1

1.2 0

1.3 0
0 0
0 1.6

2.1 0

1.4 0

0.6 1.7

2.1 1
0 0
0 0
0 0
0 0
2 0
0 0
0 0
5 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
S Patterson Ave
S Patterson Ave
(Northbound)
(Northbound)
S Patterson Ave
S Patterson Ave
(Southbound)
(Southbound)
US 101 SB Ramps
US 101 SB Ramps
(Eastbound)
(Eastbound)
US 101 SB Ramps
US 101 SB Ramps
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
0 52
37 0
42 45
0 0
25 3
18 0
0 0
0 0
222
4:05 PM
0 47
44 0
40 58
0 0
22 2
21 0
0 0
0 0
234
4:10 PM
0 52
23 0
42 68
0 0
28 0
11 0
0 0
0 0
224
4:15 PM
0 55
33 0
44 46
0 0
29 1
24 0
0 0
0 0
232
4:20 PM
0 72
33 0
41 48
0 0
22 0
11 0
0 0
0 0
227
4:25 PM
0 38
31 0
26 51
0 0
37 0
23 0
0 0
0 0
206
4:30 PM
0 58
29 0
31 51
0 0
13 0
24 0
0 0
0 0
206
4:35 PM
0 60
42 0
40 37
0 0
31 0
21 0
0 0
0 0
231
4:40 PM
0 63
48 0
48 42
0 0
34 0
14 0
0 0
0 0
249
4:45 PM
0 47
38 0
52 40
0 0
35 1
19 0
0 0
0 0
232
4:50 PM
0 47
41 0
45 48
0 0
28 0
24 0
0 0
0 0
233
4:55 PM
0 56
50 0
35 32
0 0
42 1
14 0
0 0
0 0
230
2726
5:00 PM
0 50
46 0
32 48
0 0
33 0
22 0
0 0
0 0
231
2735
5:05 PM
0 73
44 0
42 38
0 0
35 0
20 0
0 0
0 0
252
2753
5:10 PM
0 78
44 0
37 41
0 0
31 0
15 0
0 0
0 0
246
2775
5:15 PM
0 55
36 0
51 40
0 0
32 0
17 0
0 0
0 0
231
2774
5:20 PM
0 50
26 0
56 45
0 0
34 0
24 0
0 0
0 0
235
2782
5:25 PM
0 50
20 0
32 42
0 0
29 0
27 0
0 0
0 0
200
2776
5:30 PM
0 47
32 0
23 47
0 0
27 1
11 0
0 0
0 0
188
2758
5:35 PM
0 41
30 0
44 35
0 0
29 0
14 0
0 0
0 0
193
2720
5:40 PM
0 42
24 0
39 34
0 0
26 0
22 0
0 0
0 0
187
2658
5:45 PM
0 38
29 0
41 36
0 0
22 0
23 0
0 0
0 0
189
2615
5:50 PM
0 35
25 0
51 27
0 0
28 1
24 0
0 0
0 0
191
2573
5:55 PM
0 36
28 0
31 22
0 0
24 0
10 0
0 0
0 0
151
2494
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 804
536
0 444
508
0 0
396
0 228
0 0
0 0
0 2916
Heavy Trucks
0 4
4 4
8 0
0 0
4 0
0 0
24 Buses
Pedestrians
0 0
0 0
0 Bicycles
0 8
0 0
0 0
0 0
0 0
0 4
12 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

S Patterson Ave
-- US 101 NB Ramps
QC JOB #:

QC JOB #:
165701109
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
1236
755
341
895
0 592
0 379
830
0 0.90

0.90 21
0 0
430
0 230
376
0 1325
606
Peak-Hour: 7:45 AM -- 8:45 AM
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 7:50 AM -- 8:05 AM
Peak 15-Min: 7:50 AM -- 8:05 AM

2.3 3.7

4.1 1.7
0 3.9
0 3.7

3.3 0

4.8 0
0 2.8
0 3.5

3.7 0
2 3.6
0 0
1 0
0 0
0 0
0 0
0 0
0 0
2 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
S Patterson Ave
S Patterson Ave
(Northbound)
(Northbound)
S Patterson Ave
S Patterson Ave
(Southbound)
(Southbound)
US 101 NB Ramps
US 101 NB Ramps
(Eastbound)
(Eastbound)
US 101 NB Ramps
US 101 NB Ramps
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
13 11
0 0
0 26
6 0
0 0
0 0
27 11
16 0
110
7:05 AM
11 16
0 0
0 33
11 0
0 0
0 0
9 3
9 0
92 7:10 AM
5 10
0 0
0 36
11 0
0 0
0 0
14 0
12 0
88 7:15 AM
11 8
0 0
0 33
7 0
0 0
0 0
29 3
16 0
107
7:20 AM
15 22
0 0
0 35
15 0
0 0
0 0
18 3
15 0
123
7:25 AM
5 10
0 0
0 33
12 0
0 0
0 0
16 2
19 0
97 7:30 AM
12 20
0 0
0 49
14 0
0 0
0 0
27 6
17 0
145
7:35 AM
5 21
0 0
0 64
19 0
0 0
0 0
21 2
27 0
159
7:40 AM
19 20
0 0
0 48
14 0
0 0
0 0
28 2
23 0
154
7:45 AM
19 22
0 0
0 73
34 0
0 0
0 0
39 5
25 0
217
7:50 AM
30 33
0 0
0 84
28 0
0 0
0 0
46 3
30 0
254
7:55 AM
24 37
0 0
0 83
28 0
0 0
0 0
38 2
44 0
256
1802
8:00 AM
11 36
0 0
0 71
29 0
0 0
0 0
45 4
34 0
230
1922
8:05 AM
30 44
0 0
0 61
33 0
0 0
0 0
32 0
35 0
235
2065
8:10 AM
14 35
0 0
0 92
34 0
0 0
0 0
37 2
33 0
247
2224
8:15 AM
23 35
0 0
0 74
31 0
0 0
0 0
38 0
27 0
228
2345
8:20 AM
19 42
0 0
0 71
27 0
0 0
0 0
30 0
38 0
227
2449
8:25 AM
12 25
0 0
0 82
35 0
0 0
0 0
32 2
42 0
230
2582
8:30 AM
13 23
0 0
0 56
20 0
0 0
0 0
40 0
21 0
173
2610
8:35 AM
15 29
0 0
0 79
20 0
0 0
0 0
27 1
20 0
191
2642
8:40 AM
20 15
0 0
0 69
22 0
0 0
0 0
26 2
30 0
184
2672
8:45 AM
25 31
0 0
0 47
18 0
0 0
0 0
41 5
33 0
200
2655
8:50 AM
11 32
0 0
0 99
39 0
0 0
0 0
28 0
31 0
240
2641
8:55 AM
32 26
0 0
0 66
39 0
0 0
0 0
29 0
32 0
224
2609
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
260
424
0 0
0 952
340
0 0
0 0
0 516
36 432
0 2960
Heavy Trucks
4 8
0 0
12 8
0 0
0 16
4 24
76 Buses
Pedestrians
0 0
0 0
0 Bicycles
0 4
0 0
0 0
0 0
0 0
0 0
4 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

S Patterson Ave
-- US 101 NB Ramps
QC JOB #:

QC JOB #:
165701110
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
995
1338
259
736
0 602
0 599
869
0 0.94

0.94 16
0 0
254
0 327
739
0 990
1066
Peak-Hour: 4:15 PM -- 5:15 PM
Peak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 4:40 PM -- 4:55 PM
Peak 15-Min: 4:40 PM -- 4:55 PM

1.2 1.1

1.9 1
0 2
0 1.8

2.4 0

31.3 0
0 2
0 0.6

0.5 0

1.2 0.6
0 0
0 0
0 0
1 0
3 0
0 1
0 0
5 2
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
S Patterson Ave
S Patterson Ave
(Northbound)
(Northbound)
S Patterson Ave
S Patterson Ave
(Southbound)
(Southbound)
US 101 NB Ramps
US 101 NB Ramps
(Eastbound)
(Eastbound)
US 101 NB Ramps
US 101 NB Ramps
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
28 51
0 0
0 58
24 0
0 0
0 0
28 2
41 0
232
4:05 PM
28 44
0 0
0 74
20 0
0 0
0 0
26 0
38 0
230
4:10 PM
20 52
0 0
0 81
28 0
0 0
0 0
30 1
47 0
259
4:15 PM
31 54
0 0
0 60
18 0
0 0
0 0
24 0
50 0
237
4:20 PM
33 61
0 0
0 65
19 0
0 0
0 0
29 1
60 0
268
4:25 PM
20 55
0 0
0 52
26 0
0 0
0 0
23 1
62 0
239
4:30 PM
23 47
0 0
0 53
16 0
0 0
0 0
20 1
40 0
200
4:35 PM
21 68
0 0
0 57
19 0
0 0
0 0
19 2
44 0
230
4:40 PM
35 72
0 0
0 87
27 0
0 0
0 0
19 1
46 0
287
4:45 PM
16 57
0 0
0 63
22 0
0 0
0 0
15 1
55 0
229
4:50 PM
28 57
0 0
0 68
28 0
0 0
0 0
30 3
49 0
263
4:55 PM
33 56
0 0
0 47
14 0
0 0
0 0
26 1
52 0
229
2903
5:00 PM
28 58
0 0
0 52
24 0
0 0
0 0
22 2
42 0
228
2899
5:05 PM
31 72
0 0
0 74
25 0
0 0
0 0
10 1
41 0
254
2923
5:10 PM
28 82
0 0
0 58
21 0
0 0
0 0
17 2
58 0
266
2930
5:15 PM
31 58
0 0
0 71
19 0
0 0
0 0
12 0
40 0
231
2924
5:20 PM
36 57
0 0
0 81
18 0
0 0
0 0
26 0
51 0
269
2925
5:25 PM
27 47
0 0
0 56
20 0
0 0
0 0
20 0
59 0
229
2915
5:30 PM
25 51
0 0
0 50
22 1
0 0
0 0
18 0
36 0
203
2918
5:35 PM
24 46
0 0
0 58
24 0
0 0
0 0
17 0
45 0
214
2902
5:40 PM
17 55
0 0
0 55
19 0
0 0
0 0
14 1
44 0
205
2820
5:45 PM
15 45
0 0
0 76
16 0
0 0
0 0
15 0
59 0
226
2817
5:50 PM
12 46
0 0
0 59
14 0
0 0
0 0
11 1
35 0
178
2732
5:55 PM
21 41
0 0
0 44
19 0
0 0
0 0
8 0
36 0
169
2672
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
316
744
0 0
0 872
308
0 0
0 0
0 256
20 600
0 3116
Heavy Trucks
0 0
0 0
12 4
0 0
0 4
12 12
44 Buses
Pedestrians
0 0
0 0
0 Bicycles
0 4
0 0
0 0
0 0
0 0
0 0
4 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: S Fairview Ave -- Hollister Ave QC JOB #: QC JOB #: 16570175 CITY/STATE: CITY/STATE: Goleta, CA DATE: DATE: Tue, May 7 2024 953 555
401 254 298
730
165
261
553
258

0.900.90
253
514
91 39
591
76 129 35
384 240
Peak-Hour: 7:50 AM -- 8:50 AMPeak-Hour: 7:50 AM -- 8:50 AM Peak 15-Min: 7:55 AM -- 8:10 AMPeak 15-Min: 7:55 AM -- 8:10 AM

5.8 11.9
6 7.5 4

4.9 15.8

4.6 4.9

10.1 4.3

11.9 9.9

10.3 7.4

1.3 21.7 17.1

8.3 14.6
4 2 5
6 6 6 0
1 5
0 0
3 0
0 2 3
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count5-Min CountPeriodPeriodBeginning AtBeginning At S Fairview Ave S Fairview Ave
(Northbound)(Northbound)
S Fairview Ave S Fairview Ave
(Southbound)(Southbound)
Hollister AveHollister Ave
(Eastbound)(Eastbound)
Hollister AveHollister Ave
(Westbound)(Westbound) TotalTotal HourlyHourlyTotalsTotalsLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 7:00 AM 5 5 3 0 11 16 24 0 9 21 3 0 1 18 21 0 137
7:05 AM 1 4 1 0 11 10 20 0 12 19 4 0 1 16 22 0 121
7:10 AM 2 7 4 0 11 10 28 0 10 9 7 0 2 18 15 0 123
7:15 AM 4 7 0 0 8 4 28 0 8 6 5 0 2 8 12 0 92
7:20 AM 5 7 1 0 23 8 23 0 14 15 6 0 1 18 18 0 139
7:25 AM 5 4 0 0 15 18 25 0 7 23 3 0 2 26 17 0 145
7:30 AM 4 7 2 0 20 7 25 0 13 17 9 0 1 18 12 0 135
7:35 AM 4 6 1 0 25 9 31 0 16 15 7 0 0 28 17 0 159
7:40 AM 4 5 2 0 19 24 27 0 14 23 7 0 2 13 29 0 169
7:45 AM 3 4 1 0 24 20 30 0 12 21 10 0 4 17 29 0 175
7:50 AM 10 8 3 0 25 19 21 0 25 30 11 0 4 24 24 0 204
7:55 AM 6 13 2 0 20 15 45 0 13 40 8 0 2 32 27 0 223 1822 8:00 AM 6 10 3 0 28 26 39 0 17 13 7 0 3 22 26 0 200 1885 8:05 AM 7 8 2 0 29 25 34 0 13 35 11 0 5 15 21 0 205 1969 8:10 AM 8 14 3 0 25 23 32 0 7 18 13 0 5 12 19 0 179 2025 8:15 AM 3 11 4 0 28 15 34 0 12 19 4 0 2 29 23 0 184 2117 8:20 AM 5 6 3 0 32 22 32 0 12 17 9 0 5 25 18 0 186 2164 8:25 AM 5 8 0 0 23 21 33 0 18 11 8 0 3 25 20 0 175 2194 8:30 AM 7 8 5 0 21 27 39 0 13 25 5 0 3 15 19 0 187 2246 8:35 AM 8 15 5 0 26 12 25 0 12 15 2 0 1 17 20 0 158 2245 8:40 AM 5 16 3 0 16 25 32 0 12 16 4 0 4 21 26 0 180 2256 8:45 AM 6 12 2 0 25 24 35 0 11 19 9 0 2 16 18 0 179 2260 8:50 AM 6 10 6 0 30 24 38 0 9 13 3 0 5 21 27 0 192 2248 8:55 AM 9 4 2 0 18 20 30 0 18 23 7 0 0 23 23 0 177 2202 Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU All Vehicles 76 124 28 0 308 264 472 0 172 352 104 0 40 276 296 0 2512 Heavy Trucks 0 28 4 8 28 28 36 48 16 0 16 16 228
Buses
Pedestrians 0 0 0 4 4
Bicycles 0 0 8 0 4 4 0 0 4 0 0 0 20
Scooters
Comments:

Report generated on 6/20/2024 3:42 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

S Fairview Ave
-- Hollister Ave
QC JOB #:

QC JOB #:
16570176
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
576
1147
158
138
280
742
356
445
944
484

0.93 0.93
456
949
109
43 835
128
346
71 290
545
Peak-Hour: 4:20 PM -- 5:20 PM
Peak-Hour: 4:20 PM -- 5:20 PM
Peak 15-Min: 5:05 PM -- 5:20 PM
Peak 15-Min: 5:05 PM -- 5:20 PM

6.1 1.7

7.6 10.1

3.2 3.5

1.7 0.9

2.1 3.1

2.9 2.4

1.8 7

3.5 0.8

2.6 7

6.6 2.8
20 4
11 11
10 1
4 4
10 0
0 5
0 0
4 7
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
S Fairview Ave
S Fairview Ave
(Northbound)
(Northbound)
S Fairview Ave
S Fairview Ave
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
5 35
7 0
28 16
14 0
31 19
5 0
5 27
34 0
226
4:05 PM
9 40
11 0
17 11
19 0
43 43
15 0
5 33
30 0
276
4:10 PM
13 16
5 0
23 19
21 0
46 44
10 0
7 35
39 0
278
4:15 PM
9 34
13 0
24 16
16 0
28 34
8 0
5 24
41 0
252
4:20 PM
15 30
5 0
14 13
8 0
24 39
9 0
3 42
26 0
228
4:25 PM
5 27
9 0
23 9
18 0
26 37
10 0
3 28
31 0
226
4:30 PM
9 25
4 0
25 4
14 0
24 51
6 0
5 43
48 0
258
4:35 PM
8 25
5 0
15 13
15 0
34 43
11 0
2 39
40 0
250
4:40 PM
12 28
5 0
27 12
13 0
34 38
9 0
1 37
37 0
253
4:45 PM
12 21
8 0
31 26
23 0
27 54
11 0
2 22
28 0
265
4:50 PM
17 21
8 0
27 10
11 0
22 35
3 0
2 42
48 0
246
4:55 PM
7 30
5 0
25 11
12 0
26 38
13 0
7 49
22 0
245
3003
5:00 PM
9 29
5 0
17 7
8 0
37 41
9 0
2 32
36 0
232
3009
5:05 PM
16 51
7 0
31 16
12 0
23 27
4 0
2 26
43 0
258
2991
5:10 PM
9 20
3 0
23 9
15 0
48 51
10 0
1 49
44 0
282
2995
5:15 PM
9 39
7 0
22 8
9 0
31 30
14 0
13 47
42 0
271
3014
5:20 PM
3 41
6 0
29 5
11 0
27 37
7 0
3 33
26 0
228
3014
5:25 PM
5 31
9 0
31 7
14 0
21 20
8 0
4 28
28 0
206
2994
5:30 PM
10 24
8 0
26 9
4 0
29 22
6 0
5 29
32 0
204
2940
5:35 PM
4 31
7 0
14 7
11 0
34 38
10 0
3 43
19 0
221
2911
5:40 PM
10 22
8 0
12 6
14 0
35 17
4 0
6 35
31 0
200
2858
5:45 PM
11 14
4 0
16 6
10 0
25 38
9 0
4 27
31 0
195
2788
5:50 PM
7 23
6 0
21 11
11 0
18 17
8 0
6 20
30 0
178
2720
5:55 PM
6 9
5 0
28 12
12 0
15 27
5 0
3 24
28 0
174
2649
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
136
440
68 0
304
132
144
0 408
432
112
0 64
488
516
0 3244
Heavy Trucks
4 8
4 20
4 12
4 12
4 4
16 0
92 Buses
Pedestrians
8 20
0 0
28 Bicycles
0 4
16 0
0 4
4 0
8 0
0 4
40 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

N Los Carneros Rd
-- US 101 SB Ramps
QC JOB #:

QC JOB #:
16570179
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Thu, May 9 2024
1259
604
0 821
438
0 137
0 0
1 0.97

0.97 0
372
234
0 836
0 467
397
1055
864
Peak-Hour: 7:55 AM -- 8:55 AM
Peak-Hour: 7:55 AM -- 8:55 AM
Peak 15-Min: 8:00 AM -- 8:15 AM
Peak 15-Min: 8:00 AM -- 8:15 AM

4.2 4.6
0 5.2

2.3 0

2.9 0
0 0
0 4

4.7 0

7.2 0

5.1 12.6

5.1 8.6
0 9
0 0
1 5
0 0
0 0
0 7
0 9
3 1
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
N Los Carneros Rd
N Los Carneros Rd
(Northbound)
(Northbound)
N Los Carneros Rd
N Los Carneros Rd
(Southbound)
(Southbound)
US 101 SB Ramps
US 101 SB Ramps
(Eastbound)
(Eastbound)
US 101 SB Ramps
US 101 SB Ramps
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 19
17 0
12 36
0 0
3 0
19 0
0 0
0 0
106
7:05 AM
0 18
27 0
19 29
0 0
5 0
11 0
0 0
0 0
109
7:10 AM
0 19
23 0
19 26
0 0
3 0
14 0
0 0
0 0
104
7:15 AM
0 20
24 0
14 40
0 0
9 0
19 0
0 0
0 0
126
7:20 AM
0 21
33 0
24 56
0 0
6 0
18 0
0 0
0 0
158
7:25 AM
0 18
28 0
21 49
0 0
6 0
16 0
0 0
0 0
138
7:30 AM
0 20
29 0
33 59
0 0
13 0
20 0
0 0
0 0
174
7:35 AM
0 20
40 0
28 51
0 0
6 0
25 0
0 0
0 0
170
7:40 AM
0 22
36 0
28 53
0 0
8 0
23 0
0 0
0 0
170
7:45 AM
0 30
44 0
35 68
0 0
11 0
21 0
0 0
0 0
209
7:50 AM
0 31
44 0
30 59
0 0
7 0
17 0
0 0
0 0
188
7:55 AM
0 52
35 0
17 73
0 0
7 0
28 0
0 0
0 0
212
1864
8:00 AM
0 45
33 0
34 68
0 0
5 0
16 0
0 0
0 0
201
1959
8:05 AM
0 46
41 0
39 62
0 0
13 0
22 0
0 0
0 0
223
2073
8:10 AM
0 33
36 0
34 88
0 0
13 0
18 0
0 0
0 0
222
2191
8:15 AM
0 33
30 0
43 60
0 0
13 0
12 0
0 0
0 0
191
2256
8:20 AM
0 33
31 0
37 83
0 0
9 0
14 0
0 0
0 0
207
2305
8:25 AM
0 40
24 0
37 84
0 0
11 0
18 0
0 0
0 0
214
2381
8:30 AM
0 24
30 0
22 64
0 0
13 0
21 0
0 0
0 0
174
2381
8:35 AM
0 39
19 0
43 64
0 0
12 0
28 0
0 0
0 0
205
2416
8:40 AM
0 35
37 0
50 54
0 0
9 0
21 0
0 0
0 0
206
2452
8:45 AM
0 33
45 0
56 62
0 0
12 0
19 0
0 0
0 0
227
2470
8:50 AM
0 54
36 0
26 59
0 0
20 1
17 0
0 0
0 0
213
2495
8:55 AM
0 34
24 0
54 69
0 0
10 0
19 0
0 0
0 0
210
2493
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 496
440
0 428
872
0 0
124
0 224
0 0
0 0
0 2584
Heavy Trucks
0 28
68 8
44 0
4 0
4 0
0 0
156
Buses
Pedestrians
0 0
8 0
8 Bicycles
4 0
4 0
4 0
0 0
4 0
0 0
16 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

N Los Carneros Rd
-- US 101 SB Ramps
QC JOB #:

QC JOB #:
16570180
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Thu, May 9 2024
797
891
0 509
288
0 209
0 0
16 0.95

0.95 0
408
183
0 1115
0 682
811
692
1493
Peak-Hour: 4:35 PM -- 5:35 PM
Peak-Hour: 4:35 PM -- 5:35 PM
Peak 15-Min: 5:05 PM -- 5:20 PM
Peak 15-Min: 5:05 PM -- 5:20 PM

3.9 1.1
0 5.3

1.4 0

1.9 0
0 0
0 2.2

2.7 0

1.2 0

0.9 1.1

4.6 1
0 13
0 0
1 0
0 0
1 0
0 8
0 4
3 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
N Los Carneros Rd
N Los Carneros Rd
(Northbound)
(Northbound)
N Los Carneros Rd
N Los Carneros Rd
(Southbound)
(Southbound)
US 101 SB Ramps
US 101 SB Ramps
(Eastbound)
(Eastbound)
US 101 SB Ramps
US 101 SB Ramps
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
0 50
62 0
22 41
0 0
14 1
11 0
0 0
0 0
201
4:05 PM
0 62
66 0
30 45
0 0
14 0
19 0
0 0
0 0
236
4:10 PM
0 56
57 0
17 41
0 0
28 1
14 0
0 0
0 0
214
4:15 PM
0 51
56 0
24 41
0 0
12 3
12 0
0 0
0 0
199
4:20 PM
0 66
56 0
20 40
0 0
16 0
14 0
0 0
0 0
212
4:25 PM
0 64
52 0
14 64
0 0
18 0
13 0
0 0
0 0
225
4:30 PM
0 47
47 0
30 41
0 0
17 3
16 0
0 0
0 0
201
4:35 PM
0 54
72 0
21 50
0 0
23 0
15 0
0 0
0 0
235
4:40 PM
0 63
68 0
28 47
0 0
17 2
14 0
0 0
0 0
239
4:45 PM
0 55
75 0
13 42
0 0
16 4
14 0
0 0
0 0
219
4:50 PM
0 41
64 0
24 32
0 0
17 3
14 0
0 0
0 0
195
4:55 PM
0 54
69 0
19 45
0 0
14 1
18 0
0 0
0 0
220
2596
5:00 PM
0 64
63 0
24 36
0 0
17 0
21 0
0 0
0 0
225
2620
5:05 PM
0 64
50 0
38 51
0 0
13 0
16 0
0 0
0 0
232
2616
5:10 PM
0 61
75 0
25 57
0 0
17 1
13 0
0 0
0 0
249
2651
5:15 PM
0 61
77 0
23 38
0 0
12 1
15 0
0 0
0 0
227
2679
5:20 PM
0 53
73 0
20 39
0 0
23 0
11 0
0 0
0 0
219
2686
5:25 PM
0 53
66 0
33 31
0 0
20 0
13 0
0 0
0 0
216
2677
5:30 PM
0 59
59 0
20 41
0 0
20 4
19 0
0 0
0 0
222
2698
5:35 PM
0 65
54 0
30 29
0 0
21 1
11 0
0 0
0 0
211
2674
5:40 PM
0 53
49 0
25 36
0 0
30 2
14 0
0 0
0 0
209
2644
5:45 PM
0 59
56 0
17 25
0 0
16 1
19 0
0 0
0 0
193
2618
5:50 PM
0 59
37 0
22 26
0 0
20 2
15 0
0 0
0 0
181
2604
5:55 PM
0 44
43 0
17 35
0 0
16 1
16 0
0 0
0 0
172
2556
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 744
808
0 344
584
0 0
168
8 176
0 0
0 0
0 2832
Heavy Trucks
0 12
8 4
60 0
0 0
0 0
0 0
84 Buses
Pedestrians
0 0
20 0
20 Bicycles
4 4
0 0
0 0
0 0
4 0
0 4
16 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

N Fairview Ave
-- US 101 NB Ramps
QC JOB #:

QC JOB #:
165701111
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
986
930
848
137
1 1274
413
516
942
0 0.95

0.95 426
531
118
0 0
0 0
0 255
0 Peak-Hour: 8:00 AM -- 9:00 AM
Peak-Hour: 8:00 AM -- 9:00 AM
Peak 15-Min: 8:40 AM -- 8:55 AM
Peak 15-Min: 8:40 AM -- 8:55 AM
4 5.4

3.5 6.6
0 5.1

5.8 5

6.5 0

8.2 6.2

7.6 0
0 0
0 0

7.1 0
0 0
0 0
5 0
0 2
0 0
0 0
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
N Fairview Ave
N Fairview Ave
(Northbound)
(Northbound)
N Fairview Ave
N Fairview Ave
(Southbound)
(Southbound)
US 101 NB Ramps
US 101 NB Ramps
(Eastbound)
(Eastbound)
US 101 NB Ramps
US 101 NB Ramps
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 0
0 0
0 7
28 0
18 0
6 0
0 36
25 0
120
7:05 AM
0 0
0 0
0 4
22 0
23 0
9 0
0 20
13 0
91 7:10 AM
0 0
0 0
0 3
30 0
23 0
5 0
0 32
18 0
111
7:15 AM
0 0
0 0
0 7
33 0
18 0
6 0
0 25
25 0
114
7:20 AM
0 0
0 0
0 5
39 0
19 0
5 0
0 36
18 0
122
7:25 AM
0 0
0 0
0 9
42 0
20 0
8 0
0 35
23 0
137
7:30 AM
0 0
0 0
0 7
35 0
23 0
7 0
0 27
19 0
118
7:35 AM
0 0
0 0
0 10
39 0
17 0
5 0
0 33
19 0
123
7:40 AM
0 0
0 0
0 7
64 0
30 0
5 0
0 38
30 0
174
7:45 AM
0 0
0 0
0 10
64 0
39 0
7 0
0 26
26 0
172
7:50 AM
0 0
0 0
0 9
67 0
39 0
8 0
0 45
29 0
197
7:55 AM
0 0
0 0
0 3
54 0
28 0
11 0
0 60
44 0
200
1679
8:00 AM
0 0
0 0
0 16
45 0
58 0
12 0
0 22
37 0
190
1749
8:05 AM
0 0
0 0
0 12
65 0
24 0
10 0
0 55
46 0
212
1870
8:10 AM
0 0
0 0
0 13
81 1
36 0
9 0
0 32
46 0
218
1977
8:15 AM
0 0
0 0
0 6
68 0
45 0
8 0
0 28
44 0
199
2062
8:20 AM
0 0
0 0
0 10
86 0
23 0
6 0
0 48
53 0
226
2166
8:25 AM
0 0
0 0
0 6
61 0
34 0
4 0
0 28
45 0
178
2207
8:30 AM
0 0
0 0
0 13
77 0
22 0
5 0
0 45
44 0
206
2295
8:35 AM
0 0
0 0
0 11
69 0
21 0
11 0
0 22
37 0
171
2343
8:40 AM
0 0
0 0
0 12
73 0
44 0
13 0
0 30
41 0
213
2382
8:45 AM
0 0
0 0
0 13
80 0
44 0
10 0
0 38
47 0
232
2442
8:50 AM
0 0
0 0
0 12
70 0
40 0
19 0
0 37
24 0
202
2447
8:55 AM
0 0
0 0
0 13
73 0
22 0
11 0
0 41
52 0
212
2459
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 0
0 0
0 148
892
0 512
0 168
0 0
420
448
0 2588
Heavy Trucks
0 0
0 0
0 24
40 0
16 0
36 8
124
Buses
Pedestrians
0 0
0 0
0 Bicycles
0 0
0 0
0 4
8 0
0 0
0 0
12 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

N Fairview Ave
-- US 101 NB Ramps
QC JOB #:

QC JOB #:
165701112
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
899
1075
647
252
0 900
572
503
756
0 0.91

0.91 253
775
203
0 0
0 0
0 455
0 Peak-Hour: 4:00 PM -- 5:00 PM
Peak-Hour: 4:00 PM -- 5:00 PM
Peak 15-Min: 4:05 PM -- 4:20 PM
Peak 15-Min: 4:05 PM -- 4:20 PM

2.9 2

3.4 1.6
0 6.2

2.4 1.4

5.4 0

13.4 2.2

1.5 0
0 0
0 0

1.5 0
0 0
0 0
7 0
0 7
0 0
0 0
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
N Fairview Ave
N Fairview Ave
(Northbound)
(Northbound)
N Fairview Ave
N Fairview Ave
(Southbound)
(Southbound)
US 101 NB Ramps
US 101 NB Ramps
(Eastbound)
(Eastbound)
US 101 NB Ramps
US 101 NB Ramps
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
0 0
0 0
0 20
67 0
44 0
14 0
0 22
45 0
212
4:05 PM
0 0
0 0
0 19
58 0
47 0
27 0
0 34
38 0
223
4:10 PM
0 0
0 0
0 11
49 0
55 0
22 0
0 30
48 0
215
4:15 PM
0 0
0 0
0 28
50 0
54 0
26 0
0 22
47 0
227
4:20 PM
0 0
0 0
0 19
48 0
47 0
10 0
0 14
40 0
178
4:25 PM
0 0
0 0
0 25
59 0
46 0
15 0
0 18
33 0
196
4:30 PM
0 0
0 0
0 18
40 0
33 0
20 0
0 16
55 0
182
4:35 PM
0 0
0 0
0 27
51 0
62 0
17 0
0 16
38 0
211
4:40 PM
0 0
0 0
0 25
52 0
48 0
11 0
0 14
40 0
190
4:45 PM
0 0
0 0
0 23
78 0
50 0
20 0
0 33
36 0
240
4:50 PM
0 0
0 0
0 21
52 0
38 0
10 0
0 17
47 0
185
4:55 PM
0 0
0 0
0 16
43 0
48 0
11 0
0 17
36 0
171
2430
5:00 PM
0 0
0 0
0 20
44 0
58 0
11 0
0 17
43 0
193
2411
5:05 PM
0 0
0 0
0 16
65 0
40 0
20 0
0 17
43 0
201
2389
5:10 PM
0 0
0 0
0 17
57 0
64 0
27 0
0 11
36 0
212
2386
5:15 PM
0 0
0 0
0 28
44 0
60 0
16 0
0 22
38 0
208
2367
5:20 PM
0 0
0 0
0 16
52 0
54 0
11 0
0 10
46 0
189
2378
5:25 PM
0 0
0 0
0 17
45 0
63 0
24 0
0 12
44 0
205
2387
5:30 PM
0 0
0 0
0 21
41 0
30 0
17 0
0 13
46 0
168
2373
5:35 PM
0 0
0 0
0 24
33 0
59 0
11 0
0 6
42 0
175
2337
5:40 PM
0 0
0 0
0 24
44 0
51 0
12 0
0 14
36 0
181
2328
5:45 PM
0 0
0 0
0 22
43 0
45 0
8 0
0 10
37 0
165
2253
5:50 PM
0 0
0 0
0 25
40 0
42 0
12 0
0 16
50 0
185
2253
5:55 PM
0 0
0 0
0 11
45 0
58 0
11 0
0 15
33 0
173
2255
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 0
0 0
0 232
628
0 624
0 300
0 0
344
532
0 2660
Heavy Trucks
0 0
0 0
8 24
20 0
0 0
60 12
124
Buses
Pedestrians
0 0
0 0
0 Bicycles
0 0
0 0
0 8
0 0
0 0
0 0
8 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 SECTION B. BALANCED EXISTING CONDITIONS VOLUMES
SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 Intersection
Existing
Control AM PM

EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR SR-217 WB Ramps & Hollister Ave Signal 814 47 99 417 183 414 1,093 56 93 654 79 1 530 SR-217 EB On-Ramp/Ward Dr & Hollister Ave Signal 362 448 187 46 447 68 69 62 65 469 588 115 26 605 75 142 131 146 St Josephs St & Hollister Ave TWSC 9 53 451 505 14 3 44 45 14 675 650 7 5 8 Sumida Gardens Ln & Hollister Ave Signal 20 394 40 7 450 12 8 2 7 52 2 61 38 634 8 5 565 36 41 3 12 25 51 South Patterson Ave & Hollister Ave Signal 65 300 51 73 362 405 31 134 62 256 363 184 190 580 40 34 376 336 57 289 103 462 103 113 Lassen Dr/San Ricardo Dr & Hollister Ave Signal 31 461 45 13 655 8 107 1 17 12 1 128 35 1,052 93 36 537 16 44 24 12 1 97 Ward Dr & SR-217 EB Off-Ramp TWSC 50 17 146 233 164 14 255 141 Ward Dr & Ekwill St TWSC 1 18 82 1 37 78 1 56 109 2 37 88 South Patterson Ave & Ekwill St TWSC 3 2 15 1 101 3 39 72 8 10 1 1 3 30 2 128 11 76 South Patterson Ave & US-101 SB Ramps Signal 168 6 364 444 279 611 726 387 2 237 679 475 495 513 South Patterson Ave & US-101 NB Ramps Signal 434 21 379 232 380 903 341 259 16 599 327 739 749 259 South Fairview Ave & Hollister Ave Signal 165 258 91 39 253 261 76 129 35 298 254 401 356 484 109 43 456 445 128 346 71 280 138 158 North Fairview Ave & US-101 SB Ramps Signal 137 1 234 467 397 443 831 182 14 159 593 900 325 575 North Fairview Ave & US-101 NB Ramps Signal 470 134 426 516 137 848 572 203 253 503 252 647 SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 SECTION C. FORECASTING AND DISTRIBUTION
Origin
2%
23%
75%
2%
15%
2%
1%
5%
10%
26%
5%
2%
1%
2%
2%
1%
1%
1%
1%
5%
10%
5%
3%
2%
23%
75%
5%5%
2%
2%
10%
25%
2% 5%
2%
1%
2%
1%
1%
1%
2%
5%
15%
11%
3%
2050 AM
Giorgi
Destination
Legend
Entering %
Exiting %
2050 AM
Giorgi
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 10 25 25 0 0 14 0 0 0 2 Hollister/SR217 EB Ramp 7 10 6 0 0 0 1 28 16 0 0 10 0 25 14 8 0 0 3 Hollister/St Joseph 0 0 1 5 45 1 1 1 0 35 7 0
4 Hollister/Sumida Gardens 46 3 26 0 0 0 2 3 0 0 0 0 0 0 0 0 3 2 0 0 36 36 5 0 5 Hollister/Patterson 0 0 0 0 0 0 15 9 5 0 0 0 5 0 0 0 0 20 0 0 0 0 16 0 6 Hollister/San Ricardo 0 0 0 0 0 0 1 5 3 0 0 0 3 0 0 0 0 2 0 0 0 0 11 0 7 Ward/SR217 EB Off Ramp 23 1 0 0 2 22 8 2
8 Ward/Ekwill 0 0 0 2 1 1 3 0 2 0 0 0
9 Ekwill/Patterson 0 0 0 2 2 1 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 0 0 2 10 Calle Luarda/San Ricardo 0 0 0 1 1 1 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 13 San Vicente/San Ricardo 1 0 0 0 0 0 0 0 0 0 0 1
14 US101 SB/Patterson 15 0 0 0 0 0 0 0 0 0 15 0 0 5
15 US101 NB/Patterson 5 10 0 0 0 0 0 0 0 15 0 0 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 2 15 1 0 0 2 0 0 0 0 5 0 0 0 0 17 US101 SB/Fairview 1 0 0 0 0 0 0 0 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 1 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 5 18 2 0 0 5 2 0 0 0 7 0 0 0 0 21 Ward/Street A 1 0 0 1 1 22 2 1 22 2 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 25 0 0 14 0 10 25
2 Hollister/SR217 EB Ramp 7 10 16 0 25 14 9 28 16
3 Hollister/St Joseph 1 1 1 40 52 1
4 Hollister/Sumida Gardens 46 3 26 0 3 2 2 3 36 36 5 0
5 Hollister/Patterson 5 0 0 0 0 20 15 9 5 0 16 0
6 Hollister/San Ricardo 3 0 0 0 0 2 1 5 3 0 11 0
7 Ward/SR217 EB Off Ramp 25 23 8 2
8 Ward/Ekwill 3 0 2 2 1 1
9 Ekwill/Patterson 0 2 0 2 2 1 1 0 0 0 0 2
10 Calle Luarda/San Ricardo 0 1 0 1 1 1 1 0 0 0 0 1
13 San Vicente/San Ricardo 1 0 0 0 0 1
14 US101 SB/Patterson 15 0 0 15 0 0 5
15 US101 NB/Patterson 5 10 15 0 0 0 0
16 Hollister/Fairview 0 0 2 0 0 0 0 5 0 2 15 1
17 US101 SB/Fairview 1 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 1 0 0 0
20 Hollister/Kellogg 0 0 5 2 0 0 0 7 0 5 18 2
21 Ward/Street A 3 1 22 3 1 22
Origin
2%
23%
75%
3%
8%
2%
2%
5%
12%
18%
6%
2%
1%
1%
5%
1%
1%
1%
2%
5%
10%
12%
3%
2%
23%
75%
5%15%
2%
3%
15%
20%
2% 5%
1%
1%
2%
1%
1%
1%
1%
8%
7%
5%
5%
Destination
2050 PM
Giorgi
Legend
Entering %
Exiting %
2050 PM
Giorgi
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 12 20 20 0 0 25 0 0 0 2 Hollister/SR217 EB Ramp 7 5 12 0 0 0 2 25 13 0 0 15 0 34 11 9 0 0 3 Hollister/St Joseph 0 0 1 11 40 1 1 1 0 49 8 0
4 Hollister/Sumida Gardens 41 5 29 0 0 0 1 10 0 0 0 0 0 0 0 0 3 2 0 0 50 22 6 0 5 Hollister/Patterson 0 0 0 0 0 0 15 17 7 0 0 0 4 0 0 0 0 15 0 0 0 0 9 0 6 Hollister/San Ricardo 0 0 0 0 0 0 2 12 3 0 0 0 3 0 0 0 0 1 0 0 0 0 5 0 7 Ward/SR217 EB Off Ramp 24 2 0 0 3 20 12 3
8 Ward/Ekwill 0 0 0 2 1 1 4 1 1 0 0 0
9 Ekwill/Patterson 0 0 0 1 5 1 0 0 0 0 0 0 0 2 0 0 0 0 1 0 0 0 0 1 10 Calle Luarda/San Ricardo 0 0 0 1 1 1 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 13 San Vicente/San Ricardo 1 0 0 0 0 0 0 0 0 0 0 1
14 US101 SB/Patterson 15 0 0 0 0 0 0 0 0 0 7 0 0 8
15 US101 NB/Patterson 5 10 0 0 0 0 0 0 0 7 0 0 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 2 8 2 0 0 2 0 0 0 0 15 0 0 0 0 17 US101 SB/Fairview 2 0 0 0 0 0 0 0 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 2 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 5 12 3 0 0 5 3 0 0 0 17 0 0 0 0 21 Ward/Street A 2 0 0 2 1 22 3 1 22 1 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 20 0 0 25 0 12 20
2 Hollister/SR217 EB Ramp 7 5 27 0 34 11 11 25 13
3 Hollister/St Joseph 1 1 1 60 48 1
4 Hollister/Sumida Gardens 41 5 29 0 3 2 1 10 50 22 6 0 5 Hollister/Patterson 4 0 0 0 0 15 15 17 7 0 9 0
6 Hollister/San Ricardo 3 0 0 0 0 1 2 12 3 0 5 0
7 Ward/SR217 EB Off Ramp 27 22 12 3
8 Ward/Ekwill 4 1 1 2 1 1
9 Ekwill/Patterson 0 2 0 1 5 1 1 0 0 0 0 1
10 Calle Luarda/San Ricardo 0 1 0 1 1 1 1 0 0 0 0 1
13 San Vicente/San Ricardo 1 0 0 0 0 1
14 US101 SB/Patterson 15 0 0 7 0 0 8
15 US101 NB/Patterson 5 10 7 0 0 0 0
16 Hollister/Fairview 0 0 2 0 0 0 0 15 0 2 8 2
17 US101 SB/Fairview 2 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 2 0 0 0
20 Hollister/Kellogg 0 0 5 3 0 0 0 17 0 5 12 3
21 Ward/Street A 5 1 22 3 1 22
Origin
50%
2%
10%
2%
3%
3%
10%
20%
2%
2%
2%
2%
1%
1%
10%
10%
10%
5%
5%
50%
3%5%
2%
10%
20%
2% 3%
2%
4%
1%
1%
1%
8%
12%
10%
2%
12%
2%
50%
Destination
2050 AM
St. Ant
Legend
Entering %
Exiting %
2050 AM
St. Ant
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 10 20 20 0 0 10 0 0 0 2 Hollister/SR217 EB Ramp 16 20 11 0 0 0 2 14 0 0 0 5 0 6 24 19 0 0 3 Hollister/St Joseph 0 0 1 10 16 1 1 1 0 11 18 0
4 Hollister/Sumida Gardens 0 0 0 0 0 0 1 9 0 0 17 1 1 0 1 1 0 2 0 12 0 0 15 0 5 Hollister/Patterson 18 24 5 0 0 0 6 2 1 0 0 0 2 0 0 0 28 4 0 0 14 4 9 0 6 Hollister/San Ricardo 0 0 0 0 0 0 1 5 1 0 0 0 3 0 0 0 0 0 0 0 0 0 10 0 7 Ward/SR217 EB Off Ramp 47 2 0 0 0 43 5 5
8 Ward/Ekwill 0 0 0 2 3 47 0 2 48 0 0 0
9 Ekwill/Patterson 0 0 0 1 0 0 47 1 2 0 0 0 2 2 0 0 0 46 0 0 0 0 2 0 10 Calle Luarda/San Ricardo 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 13 San Vicente/San Ricardo 0 0 0 0 0 0 0 0 0 0 0 1
14 US101 SB/Patterson 20 10 0 0 0 0 0 0 0 0 24 0 0 8
15 US101 NB/Patterson 10 10 0 0 0 0 0 0 0 12 0 12 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 2 10 3 0 0 2 0 0 0 0 5 0 0 0 0 17 US101 SB/Fairview 3 0 0 0 0 0 0 0 2 0 0 0 0 0
18 US101 NB/Fairview 0 0 3 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 3 15 2 0 0 3 0 0 0 0 7 0 0 0 0 21 Ward/Street A 47 0 0 2 0 0 0 0 0 48 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 20 0 0 10 0 10 20
2 Hollister/SR217 EB Ramp 16 20 16 0 6 24 21 14 0
3 Hollister/St Joseph 1 1 1 21 34 1
4 Hollister/Sumida Gardens 1 0 1 1 0 2 1 21 0 0 32 1
5 Hollister/Patterson 20 24 5 0 28 4 6 2 15 4 9 0
6 Hollister/San Ricardo 3 0 0 0 0 0 1 5 1 0 10 0
7 Ward/SR217 EB Off Ramp 47 45 5 5
8 Ward/Ekwill 0 2 48 2 3 47
9 Ekwill/Patterson 2 2 0 1 0 46 47 1 2 0 2 0
10 Calle Luarda/San Ricardo 0 1 0 0 0 1 1 0 0 0 0 1
13 San Vicente/San Ricardo 0 0 0 0 0 1
14 US101 SB/Patterson 20 10 0 24 0 0 8
15 US101 NB/Patterson 10 10 12 0 12 0 0
16 Hollister/Fairview 0 0 2 0 0 0 0 5 0 2 10 3
17 US101 SB/Fairview 3 2 0 0 0 0 0
18 US101 NB/Fairview 0 0 3 0 0 0
20 Hollister/Kellogg 0 0 3 0 0 0 0 7 0 3 15 2
21 Ward/Street A 47 0 0 50 0 0
Origin
50%
2%
5%
2%
2%
4%
15%
15%
3%
2%
2%
5%
1%
1%
10%
5%
10%
10%
2%
50%
5%10%
2%
10%
2% 3%
2%
2%
1%
21%
10%
5%
5%
6%
2%
50%
3%
1%
10%
Destination
2050 PM
St. Ant
Legend
Entering %
Exiting %
2050 PM
St. Ant
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 15 15 10 0 0 20 0 0 0 2 Hollister/SR217 EB Ramp 14 15 20 0 0 0 1 16 0 0 0 2 0 7 23 14 0 0 3 Hollister/St Joseph 0 0 1 19 17 1 1 1 0 9 13 0
4 Hollister/Sumida Gardens 0 0 0 0 0 0 2 16 1 1 18 1 1 0 1 1 0 2 0 10 0 0 10 0 5 Hollister/Patterson 20 19 6 0 0 0 6 8 2 0 0 0 0 0 0 0 30 7 0 0 12 4 3 0 6 Hollister/San Ricardo 0 0 0 0 0 0 1 10 3 0 0 0 1 0 0 0 0 1 0 0 0 0 5 0 7 Ward/SR217 EB Off Ramp 49 1 0 0 0 37 2 8
8 Ward/Ekwill 0 0 0 1 1 49 0 5 45 0 0 0
9 Ekwill/Patterson 0 0 0 0 2 0 45 2 3 0 0 0 2 0 0 0 0 46 0 0 0 0 2 0 10 Calle Luarda/San Ricardo 0 0 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 13 San Vicente/San Ricardo 1 0 0 0 0 0 0 0 0 0 0 0
14 US101 SB/Patterson 15 10 0 0 0 0 0 0 0 0 16 0 0 21
15 US101 NB/Patterson 5 10 0 0 0 0 0 0 0 10 0 6 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 2 5 2 0 0 2 0 0 0 0 10 0 0 0 0 17 US101 SB/Fairview 2 0 0 0 0 0 0 0 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 2 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 4 9 2 0 0 5 3 0 0 0 12 0 0 0 0 21 Ward/Street A 49 0 0 1 0 0 0 0 0 45 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 10 0 0 20 0 15 15
2 Hollister/SR217 EB Ramp 14 15 22 0 7 23 15 16 0
3 Hollister/St Joseph 1 1 1 28 30 1
4 Hollister/Sumida Gardens 1 0 1 1 0 2 2 26 1 1 28 1
5 Hollister/Patterson 20 19 6 0 30 7 6 8 14 4 3 0
6 Hollister/San Ricardo 1 0 0 0 0 1 1 10 3 0 5 0
7 Ward/SR217 EB Off Ramp 49 38 2 8
8 Ward/Ekwill 0 5 45 1 1 49
9 Ekwill/Patterson 2 0 0 0 2 46 45 2 3 0 2 0
10 Calle Luarda/San Ricardo 0 0 0 1 1 1 1 0 0 0 0 0
13 San Vicente/San Ricardo 1 0 0 0 0 0
14 US101 SB/Patterson 15 10 0 16 0 0 21
15 US101 NB/Patterson 5 10 10 0 6 0 0
16 Hollister/Fairview 0 0 2 0 0 0 0 10 0 2 5 2
17 US101 SB/Fairview 2 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 2 0 0 0
20 Hollister/Kellogg 0 0 5 3 0 0 0 12 0 4 9 2
21 Ward/Street A 49 0 0 46 0 0
Origin
50%
2%
12%
1%
3%
10%
1%
1%
2%
3%
1%
1%
25%
12%
12%
10%
2%
2050 AM
Scott/
Ekwill
50%
2%
50%
50%
3%5%
1%
2%
10%
1%
2%
5%
1%
1%
1%
2%
10%
16%
12%
2%
2%
1%
23%
Destination
Legend
Entering %
Exiting %
2050 AM
Scott/Ekwill
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 10 18 0 0 0 11 0 0 0 2 Hollister/SR217 EB Ramp 0 0 0 0 0 0 4 28 0 0 0 14 0 11 0 0 0 0 3 Hollister/St Joseph 0 0 0 0 32 1 1 0 0 25 0 0
4 Hollister/Sumida Gardens 0 0 0 0 0 0 0 0 0 0 33 1 0 0 0 1 0 0 0 26 0 0 0 0 5 Hollister/Patterson 34 49 12 0 0 0 0 0 0 0 0 0 0 0 0 0 49 0 0 0 27 17 0 0 6 Hollister/San Ricardo 0 0 0 0 0 0 1 10 1 0 0 0 3 0 0 0 0 2 0 0 0 0 12 0 7 Ward/SR217 EB Off Ramp 0 4 0 0 4 0 10 0
8 Ward/Ekwill 0 0 2 2 0 0 2 0 0 0 0 2
9 Ekwill/Patterson 0 49 1 0 0 0 46 1 3 0 0 0 5 0 0 0 49 44 0 0 0 1 1 0 10 Calle Luarda/San Ricardo 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 13 San Vicente/San Ricardo 0 0 0 0 0 0 0 0 0 0 0 1
14 US101 SB/Patterson 24 25 0 0 0 0 0 0 0 0 39 0 0 10
15 US101 NB/Patterson 12 12 0 0 0 0 0 0 0 16 0 23 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 1 12 0 0 0 1 0 0 0 0 5 0 0 0 0 17 US101 SB/Fairview 0 0 0 0 0 0 0 0 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 0 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 3 13 2 0 0 3 2 0 0 0 6 0 0 0 0 21 Ward/Street A 0 0 0 4 0 0 4 0 0 0 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 11 0 10 18
2 Hollister/SR217 EB Ramp 0 0 14 0 11 0 4 28 0
3 Hollister/St Joseph 1 0 0 25 32 1
4 Hollister/Sumida Gardens 0 0 0 1 0 0 0 26 0 0 33 1
5 Hollister/Patterson 34 49 12 0 49 0 0 0 27 17 0 0
6 Hollister/San Ricardo 3 0 0 0 0 2 1 10 1 0 12 0
7 Ward/SR217 EB Off Ramp 4 4 10 0
8 Ward/Ekwill 2 0 2 2 0 2
9 Ekwill/Patterson 5 49 1 0 49 44 46 1 3 1 1 0
10 Calle Luarda/San Ricardo 0 1 0 0 0 1 1 0 0 0 0 1
13 San Vicente/San Ricardo 0 0 0 0 0 1
14 US101 SB/Patterson 24 25 0 39 0 0 10
15 US101 NB/Patterson 12 12 16 0 23 0 0
16 Hollister/Fairview 0 0 1 0 0 0 0 5 0 1 12 0
17 US101 SB/Fairview 0 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 3 2 0 0 0 6 0 3 13 2
21 Ward/Street A 4 0 0 4 0 0
Origin
50%
2%
5%
2%
3%
10%
2%
1%
2%
10%
1%
2%
15%
10%
10%
15%
2%
2050 PM
Scott/
Ekwill
50%
3%
5%
50%
50%
5%5%
2%
2%
1%
2%
5%
1%
1%
35%
15%
5%
2%
3%
1%
15%
Destination
Legend
Entering %
Exiting %
2050 PM
Scott/Ekwill
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 10 17 0 0 0 14 0 0 0 2 Hollister/SR217 EB Ramp 0 0 0 0 0 0 5 27 0 0 0 5 0 14 0 0 0 0 3 Hollister/St Joseph 0 0 0 0 32 1 1 0 0 19 0 0
4 Hollister/Sumida Gardens 0 0 0 0 0 0 0 0 0 0 33 2 0 0 0 1 0 0 0 20 0 0 0 0 5 Hollister/Patterson 35 35 18 0 0 0 0 0 0 0 0 0 0 0 0 0 65 0 0 0 21 7 0 0 6 Hollister/San Ricardo 0 0 0 0 0 0 2 15 1 0 0 0 1 0 0 0 0 1 0 0 0 0 5 0 7 Ward/SR217 EB Off Ramp 0 5 0 0 5 0 0 0
8 Ward/Ekwill 0 0 3 2 0 0 2 0 0 0 0 3
9 Ekwill/Patterson 0 49 1 0 0 0 39 1 10 0 0 0 5 0 0 0 49 44 0 0 0 1 1 0 10 Calle Luarda/San Ricardo 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 13 San Vicente/San Ricardo 0 0 0 0 0 0 0 0 0 0 0 0
14 US101 SB/Patterson 20 15 0 0 0 0 0 0 0 0 30 0 0 35
15 US101 NB/Patterson 10 10 0 0 0 0 0 0 0 15 0 15 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 2 5 5 0 0 2 0 0 0 0 5 0 0 0 0 17 US101 SB/Fairview 5 0 0 1 0 0 0 0 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 5 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 3 12 2 0 0 5 2 0 0 0 7 0 0 0 0 21 Ward/Street A 0 0 0 5 0 0 5 0 0 0 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 14 0 10 17
2 Hollister/SR217 EB Ramp 0 0 5 0 14 0 5 27 0
3 Hollister/St Joseph 1 0 0 19 32 1
4 Hollister/Sumida Gardens 0 0 0 1 0 0 0 20 0 0 33 2
5 Hollister/Patterson 35 35 18 0 65 0 0 0 21 7 0 0
6 Hollister/San Ricardo 1 0 0 0 0 1 2 15 1 0 5 0
7 Ward/SR217 EB Off Ramp 5 5 0 0
8 Ward/Ekwill 2 0 3 2 0 3
9 Ekwill/Patterson 5 49 1 0 49 44 39 1 10 1 1 0
10 Calle Luarda/San Ricardo 0 0 0 0 0 1 1 0 0 0 0 0
13 San Vicente/San Ricardo 0 0 0 0 0 0
14 US101 SB/Patterson 20 15 0 30 0 0 35
15 US101 NB/Patterson 10 10 15 0 15 0 0
16 Hollister/Fairview 0 0 2 0 0 0 0 5 0 2 5 5
17 US101 SB/Fairview 5 0 0 1 0 0 0
18 US101 NB/Fairview 0 0 5 0 0 0
20 Hollister/Kellogg 0 0 5 2 0 0 0 7 0 3 12 2
21 Ward/Street A 5 0 0 5 0 0
Origin
100%
2%
10%
3%
3%
10%
3%
2%
1%
1%
23%
12%
12%
10%
2%
2050 AM
Caird
2%
2%
2%
100%
3%3%
2%
1%
3%
2% 1%
2%
10%
16%
13%
1%
2%
25%
10%
2%
2%
1%
1%
Destination
Legend
Entering %
Exiting %
2050 AM
Caird
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 10 20 0 0 0 9 0 0 0 2 Hollister/SR217 EB Ramp 0 0 0 0 0 0 4 30 0 0 0 13 0 9 0 0 0 0 3 Hollister/St Joseph 0 0 0 0 34 0 0 0 0 16 0 0
4 Hollister/Sumida Gardens 0 0 0 0 0 0 0 0 0 0 34 3 0 0 2 3 0 0 0 22 0 0 0 0 5 Hollister/Patterson 37 47 12 0 0 0 0 0 0 0 0 0 0 0 0 0 51 0 0 0 27 18 0 0 6 Hollister/San Ricardo 0 0 0 0 0 0 1 10 1 0 0 0 3 0 0 0 0 2 0 0 0 0 13 0 7 Ward/SR217 EB Off Ramp 0 4 0 0 3 0 10 0
8 Ward/Ekwill 0 0 2 2 0 0 1 0 0 0 0 2
9 Ekwill/Patterson 2 96 2 0 0 0 0 0 0 0 0 0 0 0 0 0 96 0 0 0 2 2 0 0 10 Calle Luarda/San Ricardo 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 13 San Vicente/San Ricardo 0 0 0 0 0 0 0 0 0 0 0 1
14 US101 SB/Patterson 24 23 0 0 0 0 0 0 0 0 41 0 0 10
15 US101 NB/Patterson 12 12 0 0 0 0 0 0 0 16 0 25 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 3 10 2 0 0 2 0 0 0 0 3 0 0 0 0 17 US101 SB/Fairview 2 0 0 0 0 0 0 0 2 0 0 0 0 0
18 US101 NB/Fairview 0 0 2 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 3 15 2 0 0 3 1 0 0 0 5 0 0 0 0 21 Ward/Street A 0 0 0 4 0 0 3 0 0 0 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 9 0 10 20
2 Hollister/SR217 EB Ramp 0 0 13 0 9 0 4 30 0
3 Hollister/St Joseph 0 0 0 16 34 0
4 Hollister/Sumida Gardens 0 0 2 3 0 0 0 22 0 0 34 3
5 Hollister/Patterson 37 47 12 0 51 0 0 0 27 18 0 0
6 Hollister/San Ricardo 3 0 0 0 0 2 1 10 1 0 13 0
7 Ward/SR217 EB Off Ramp 3 4 10 0
8 Ward/Ekwill 1 0 2 2 0 2
9 Ekwill/Patterson 2 96 2 0 96 0 0 0 2 2 0 0
10 Calle Luarda/San Ricardo 0 1 0 0 0 1 1 0 0 0 0 1
13 San Vicente/San Ricardo 0 0 0 0 0 1
14 US101 SB/Patterson 24 23 0 41 0 0 10
15 US101 NB/Patterson 12 12 16 0 25 0 0
16 Hollister/Fairview 0 0 2 0 0 0 0 3 0 3 10 2
17 US101 SB/Fairview 2 2 0 0 0 0 0
18 US101 NB/Fairview 0 0 2 0 0 0
20 Hollister/Kellogg 0 0 3 1 0 0 0 5 0 3 15 2
21 Ward/Street A 3 0 0 4 0 0
Origin
100%
2%
5%
3%
2%
10%
2%
2%
1%
1%
18%
13%
13%
15%
1%
2050 PM
Caird
5%
2%
2%
2%
1%
100%
5%8%
3%
2%
1%
2% 1%
1%
35%
10%
8%
2%
2%
15%
2%
2%
1%
Destination
Legend
Entering %
Exiting %
2050 PM
Caird
Origin Destination

NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 0 0 10 17 0 0 0 18 0 0 0 2 Hollister/SR217 EB Ramp 0 0 0 0 0 0 2 27 0 0 0 4 0 18 0 0 0 0 3 Hollister/St Joseph 0 0 0 0 29 2 1 0 0 22 0 0
4 Hollister/Sumida Gardens 0 0 0 0 0 0 0 0 0 2 31 2 0 0 2 1 0 0 0 23 0 0 0 0 5 Hollister/Patterson 35 44 17 0 0 0 0 0 0 0 0 0 0 0 0 0 60 0 0 0 26 10 0 0 6 Hollister/San Ricardo 0 0 0 0 0 0 1 15 1 0 0 0 1 0 0 0 0 1 0 0 0 0 8 0 7 Ward/SR217 EB Off Ramp 0 2 0 0 4 0 0 0
8 Ward/Ekwill 0 0 1 1 0 0 2 0 0 0 0 2
9 Ekwill/Patterson 2 96 2 0 0 0 0 0 0 0 0 0 0 0 0 0 96 0 0 0 2 2 0 0 10 Calle Luarda/San Ricardo 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 13 San Vicente/San Ricardo 0 0 0 0 0 0 0 0 0 0 0 0
14 US101 SB/Patterson 26 18 0 0 0 0 0 0 0 0 25 0 0 35
15 US101 NB/Patterson 13 13 0 0 0 0 0 0 0 10 0 15 0 0
16 Hollister/Fairview 0 0 0 0 0 0 0 0 0 3 5 5 0 0 3 0 0 0 0 8 0 0 0 0 17 US101 SB/Fairview 5 0 0 0 0 0 0 0 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 5 0 0 0 0 0 0 0 0 0
20 Hollister/Kellogg 0 0 0 0 0 0 0 0 0 2 13 2 0 0 5 2 0 0 0 11 0 0 0 0 21 Ward/Street A 0 0 0 2 0 0 4 0 0 0 0 0
Combined NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1 Hollister/SR217 WB Ramp 0 0 0 18 0 10 17
2 Hollister/SR217 EB Ramp 0 0 4 0 18 0 2 27 0
3 Hollister/St Joseph 1 0 0 22 29 2
4 Hollister/Sumida Gardens 0 0 2 1 0 0 0 23 0 2 31 2
5 Hollister/Patterson 35 44 17 0 60 0 0 0 26 10 0 0
6 Hollister/San Ricardo 1 0 0 0 0 1 1 15 1 0 8 0
7 Ward/SR217 EB Off Ramp 4 2 0 0
8 Ward/Ekwill 2 0 1 1 0 2
9 Ekwill/Patterson 2 96 2 0 96 0 0 0 2 2 0 0
10 Calle Luarda/San Ricardo 0 0 0 0 0 1 1 0 0 0 0 0
13 San Vicente/San Ricardo 0 0 0 0 0 0
14 US101 SB/Patterson 26 18 0 25 0 0 35
15 US101 NB/Patterson 13 13 10 0 15 0 0
16 Hollister/Fairview 0 0 3 0 0 0 0 8 0 3 5 5
17 US101 SB/Fairview 5 0 0 0 0 0 0
18 US101 NB/Fairview 0 0 5 0 0 0
20 Hollister/Kellogg 0 0 5 2 0 0 0 11 0 2 13 2
21 Ward/Street A 4 0 0 2 0 0
SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 SECTION D: FORECAST INTERSECTION DEMAND
SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 Intersection
Future Baseline
Control AM PM

EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR SR-217 WB Ramps & Hollister AveA RAB 5 735 50 235 580 20 215 550 5 1460 60 100 615 60 80 560 SR-217 EB On-Ramp/Ward Dr & Hollister Ave RAB 420 455 150 75 760 75 75 60 85 650 825 100 30 635 75 140 95 260 St Josephs St & Hollister Ave TWSC 10 55 475 850 15 5 45 45 15 1,025 685 10 10 10 Sumida Gardens Ln & Hollister Ave Signal 25 410 45 20 790 25 10 5 5 55 5 65 35 990 10 5 590 50 45 5 30 45 5 60 South Patterson Ave & Hollister Ave Signal 65 310 55 115 700 600 55 150 65 260 400 200 235 980 35 45 420 365 70 305 145 610 125 130 Lassen Dr/San Ricardo Dr & Hollister Ave Signal 55 450 45 10 1,060 5 130 5 5 10 5 275 190 1,465 110 30 535 15 50 5 20 10 5 175 Ward Dr & SR-217 EB Off-Ramp TWSC 70 20 150 225 255 15 240 130 Ward Dr & Ekwill St TWSC 5 15 85 5 30 80 5 45 105 5 35 85 South Patterson Ave & Ekwill St TWSC 5 5 5 30 5 100 5 70 65 15 15 5 5 10 60 5 115 5 30 65 5 South Patterson Ave & US-101 SB Ramps Signal 175 5 440 570 345 615 785 420 5 415 865 470 490 525 South Patterson Ave & US-101 NB Ramps Signal 445 20 360 290 455 955 465 250 15 570 345 940 765 320 South Fairview Ave & Hollister Ave Signal 225 300 105 60 400 255 105 165 45 365 385 565 405 630 145 75 520 545 165 505 110 405 210 230 North Fairview Ave & US-101 SB Ramps Signal 125 5 305 480 455 445 1,165 180 15 240 720 1,095 290 815 North Fairview Ave & US-101 NB Ramps Signal 470 135 660 555 130 950 590 310 430 470 265 675 A. Dearborn Place approach volumes not included in this table, See operations output results for full volume set Intersection
Future + All Projects
Control AM PM

EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR SR-217 WB Ramps & Hollister AveA RAB 5 710 50 300 705 20 220 520 5 1520 50 130 625 60 170 545 SR-217 EB On-Ramp/Ward Dr & Hollister Ave RAB 420 420 165 95 895 130 130 120 125 570 960 195 80 655 75 160 115 290 St Josephs St & Hollister Ave TWSC 10 55 480 1,060 15 5 45 45 15 1,190 760 10 10 10 Sumida Gardens Ln & Hollister Ave Signal 25 370 90 50 815 20 190 15 115 50 5 70 35 915 250 100 595 45 125 10 80 35 15 50 South Patterson Ave & Hollister Ave Signal 105 305 95 100 620 575 195 340 90 260 385 200 210 825 165 50 410 360 135 305 145 620 355 145 Lassen Dr/San Ricardo Dr & Hollister Ave Signal 45 480 45 10 980 5 125 5 5 25 5 240 160 1,365 100 35 535 15 45 5 25 10 5 175 Ward Dr & SR-217 EB Off-Ramp TWSC 80 20 295 260 250 45 315 275 Ward Dr & Ekwill St TWSC 5 75 85 5 45 80 5 75 110 5 100 85 South Patterson Ave & Ekwill St TWSC 125 5 5 5 5 30 5 355 10 65 65 45 70 5 10 15 5 55 10 150 5 30 320 145 South Patterson Ave & US-101 SB Ramps Signal 190 5 445 690 395 610 745 420 5 600 785 470 485 545 South Patterson Ave & US-101 NB Ramps Signal 440 20 345 305 575 915 455 260 15 575 345 860 770 355 South Fairview Ave & Hollister Ave Signal 220 295 100 60 445 265 100 160 45 355 380 595 395 710 140 75 515 560 160 565 100 420 200 225 North Fairview Ave & US-101 SB Ramps Signal 125 5 295 480 475 440 1,185 180 15 225 705 1,180 290 835 North Fairview Ave & US-101 NB Ramps Signal 470 135 695 520 125 930 590 295 465 455 265 660 A. Dearborn Place approach volumes not included in this table, See operations output results for full volume set SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 SECTION E: OPERATIONS ANALYSIS OUTPUTS
HCM 7th Signalized Intersection Summary
1: CA-217 SB On-Ramp/CA-217 SB Off-Ramp & Hollister Ave 02/06/2026 Existing AM Synchro 12 Report
DKS Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 814 47 99 417 0 0 0 0 183 0 414 Future Volume (veh/h) 0 814 47 99 417 0 0 0 0 183 0 414 I n i t i a l Q ( Q b ) , v e h 000000 000
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 0.97 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1796 1796 1796 1796 0 1796 1796 1796 Adj Flow Rate, veh/h 0 936 54 114 479 0 210 200 343
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 P e r c e n t H e a v y V e h , % 077770 777
Cap, veh/h 0 1491 86 197 2125 0 245 233 415
Arrive On Green 0.00 0.46 0.46 0.23 1.00 0.00 0.27 0.27 0.27 Sat Flow, veh/h 0 3364 189 1711 3503 0 897 854 1522
Grp Volume(v), veh/h 0 488 502 114 479 0 410 0 343
Grp Sat Flow(s),veh/h/ln 0 1706 1756 1711 1706 0 1751 0 1522 Q Serve(g_s), s 0.0 19.6 19.6 5.3 0.0 0.0 20.0 0.0 19.0 Cycle Q Clear(g_c), s 0.0 19.6 19.6 5.3 0.0 0.0 20.0 0.0 19.0 Prop In Lane 0.00 0.11 1.00 0.00 0.51 1.00
Lane Grp Cap(c), veh/h 0 777 800 197 2125 0 478 0 415
V/C Ratio(X) 0.00 0.63 0.63 0.58 0.23 0.00 0.86 0.00 0.83 Avail Cap(c_a), veh/h 0 777 800 215 2125 0 590 0 512
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.96 0.96 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 18.7 18.7 32.7 0.0 0.0 31.1 0.0 30.7 Incr Delay (d2), s/veh 0.0 3.8 3.7 3.1 0.2 0.0 10.2 0.0 8.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 8.3 8.5 2.2 0.1 0.0 9.5 0.0 7.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 22.5 22.4 35.8 0.2 0.0 41.3 0.0 39.6 LnGrp LOS C C D A D D
Approach Vol, veh/h 990 593 753
Approach Delay, s/veh 22.5 7.1 40.5
Approach LOS C A D
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 15.1 45.7 29.3 60.7
Change Period (Y+Rc), s 4.7 * 4.7 4.7 4.7
Max Green Setting (Gmax), s 11.3 * 34 30.3 50.3
Max Q Clear Time (g_c+I1), s 7.3 21.6 22.0 2.0
Green Ext Time (p_c), s 0.1 5.5 2.6 3.7
Intersection Summary
HCM 7th Control Delay, s/veh 24.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
2: Ward Dr/CA-217 NB On-Ramp & Hollister Ave 02/06/2026 Existing AM Synchro 12 Report
DKS Associates Page 2
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 6 2 4 4 8 1 8 7 4 6 4 4 7 6 8 6 9 6 2 6 5000 F u t u r e V o l u m e ( v e h / h ) 3 6 2 4 4 8 1 8 7 4 6 4 4 7 6 8 6 9 6 2 6 5000 I n i t i a l Q ( Q b ) , v e h 000000000
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 0.97 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 416 515 215 53 514 78 79 71 75
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 P e r c e n t H e a v y V e h , % 888888888
Cap, veh/h 1713 1479 614 125 659 284 110 99 181
Arrive On Green 0.17 0.21 0.21 0.07 0.19 0.19 0.12 0.12 0.12 Sat Flow, veh/h 3291 2305 957 1697 3385 1459 914 822 1506 Grp Volume(v), veh/h 416 377 353 53 514 78 150 0 75
Grp Sat Flow(s),veh/h/ln 1646 1692 1570 1697 1692 1459 1736 0 1506 Q Serve(g_s), s 9.8 17.1 17.2 2.7 13.0 4.1 7.5 0.0 4.1
Cycle Q Clear(g_c), s 9.8 17.1 17.2 2.7 13.0 4.1 7.5 0.0 4.1 Prop In Lane 1.00 0.61 1.00 1.00 0.53 1.00
Lane Grp Cap(c), veh/h 1713 1086 1007 125 659 284 209 0 181 V/C Ratio(X) 0.24 0.35 0.35 0.43 0.78 0.27 0.72 0.00 0.41 Avail Cap(c_a), veh/h 1713 1086 1007 181 925 399 681 0 591 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.74 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.9 19.4 19.5 39.9 34.4 30.8 38.1 0.0 36.6 Incr Delay (d2), s/veh 0.1 0.7 0.7 2.3 8.9 2.4 4.6 0.0 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 7.8 7.4 1.2 5.9 1.6 3.4 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.0 20.1 20.2 42.2 43.3 33.2 42.7 0.0 38.1 L n G r p L O S CCCDDCD D
Approach Vol, veh/h 1146 645 225
Approach Delay, s/veh 20.8 42.0 41.2
Approach LOS C D D
Timer - Assigned Phs 2 3 4 7 8
Phs Duration (G+Y+Rc), s 15.5 12.0 62.5 51.5 22.9
Change Period (Y+Rc), s 4.7 5.4 4.7 4.7 5.4
Max Green Setting (Gmax), s 35.3 9.6 30.3 15.3 24.6
Max Q Clear Time (g_c+I1), s 9.5 4.7 19.2 11.8 15.0
Green Ext Time (p_c), s 1.1 0.0 3.6 0.6 2.4
Intersection Summary
HCM 7th Control Delay, s/veh 29.9
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
4: Sumida Gardens Ln & Hollister Ave 02/06/2026
Existing AM Synchro 12 Report
DKS Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 394 40 7 450 12 8 2 7 52 2 61 Future Volume (veh/h) 20 394 40 7 450 12 8 2 7 52 2 61
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 0.95 1.00 0.95 0.99 0.99 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 Adj Flow Rate, veh/h 24 475 48 8 542 14 10 2 8 63 2 73
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 P e r c e n t H e a v y V e h , % 777777777777
Cap, veh/h 80 1113 112 29 1112 29 423 73 293 485 9 341
Arrive On Green 0.05 0.36 0.36 0.02 0.33 0.33 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1711 3115 313 1711 3394 88 1265 312 1250 1341 40 1456 Grp Volume(v), veh/h 24 259 264 8 272 284 10 0 10 63 0 75 Grp Sat Flow(s),veh/h/ln 1711 1706 1722 1711 1706 1775 1265 0 1562 1341 0 1496 Q Serve(g_s), s 0.6 4.7 4.7 0.2 5.2 5.2 0.3 0.0 0.2 1.5 0.0 1.6 Cycle Q Clear(g_c), s 0.6 4.7 4.7 0.2 5.2 5.2 1.9 0.0 0.2 1.7 0.0 1.6 Prop In Lane 1.00 0.18 1.00 0.05 1.00 0.80 1.00 0.97
Lane Grp Cap(c), veh/h 80 610 615 29 559 582 423 0 366 485 0 351 V/C Ratio(X) 0.30 0.42 0.43 0.28 0.49 0.49 0.02 0.00 0.03 0.13 0.00 0.21 Avail Cap(c_a), veh/h 404 1662 1677 404 1662 1729 1225 0 1356 1321 0 1284 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.7 9.9 9.9 19.7 10.9 10.9 13.3 0.0 12.0 12.7 0.0 12.5 Incr Delay (d2), s/veh 2.1 0.5 0.5 5.0 0.7 0.6 0.0 0.0 0.0 0.1 0.0 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 0.2 1.3 1.3 0.1 1.5 1.5 0.1 0.0 0.1 0.4 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.8 10.4 10.4 24.7 11.6 11.6 13.3 0.0 12.0 12.8 0.0 12.8 L n G r p L O S CBBCBBB BB B
Approach Vol, veh/h 547 564 20 138
Approach Delay, s/veh 10.8 11.8 12.7 12.8
Approach LOS BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.6 6.1 19.9 14.6 7.3 18.7
Change Period (Y+Rc), s * 5.1 5.4 5.4 5.1 5.4 5.4
M
ax Green Setting (Gmax), s * 35

9.6 39.6 34.9 9.6 39.6
Max Q Clear Time (g_c+I1), s 3.9 2.2 6.7 3.7 2.6 7.2
Green Ext Time (p_c), s 0.0 0.0 3.1 0.7 0.0 3.3
Intersection Summary
HCM 7th Control Delay, s/veh 11.5
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
5: S Patterson Ave & Hollister Ave 02/06/2026
Existing AM Synchro 12 Report
DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 300 51 73 362 405 31 134 62 256 363 184 Future Volume (veh/h) 65 300 51 73 362 405 31 134 62 256 363 184 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 0.97 1.00 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 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 78 361 61 88 436 488 37 161 75 308 437 222 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 P e r c e n t H e a v y V e h , % 444444444444
Cap, veh/h 350 1044 175 187 618 535 128 465 206 404 557 280 Arrive On Green 0.10 0.35 0.35 0.11 0.35 0.35 0.07 0.20 0.20 0.12 0.25 0.25 Sat Flow, veh/h 3401 2986 499 1753 1749 1514 1753 2344 1039 3401 2238 1126 Grp Volume(v), veh/h 78 210 212 88 436 488 37 118 118 308 340 319 Grp Sat Flow(s),veh/h/ln 1700 1749 1737 1753 1749 1514 1753 1749 1634 1700 1749 1615 Q Serve(g_s), s 2.0 8.2 8.4 4.4 19.9 28.5 1.9 5.4 5.8 8.1 16.8 17.1 Cycle Q Clear(g_c), s 2.0 8.2 8.4 4.4 19.9 28.5 1.9 5.4 5.8 8.1 16.8 17.1 Prop In Lane 1.00 0.29 1.00 1.00 1.00 0.64 1.00 0.70
Lane Grp Cap(c), veh/h 350 611 607 187 618 535 128 347 324 404 435 402 V/C Ratio(X) 0.22 0.34 0.35 0.47 0.71 0.91 0.29 0.34 0.36 0.76 0.78 0.79 Avail Cap(c_a), veh/h 536 653 649 276 653 566 290 572 535 731 659 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.2 22.3 22.3 38.9 25.8 28.6 40.7 31.9 32.1 39.5 32.5 32.6 Incr Delay (d2), s/veh 0.3 0.3 0.3 1.8 3.3 18.6 1.2 0.6 0.7 3.0 3.5 4.2 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 0.8 3.2 3.3 1.9 8.3 12.4 0.8 2.3 2.3 3.5 7.3 6.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.5 22.6 22.7 40.8 29.1 47.2 41.9 32.5 32.7 42.6 36.0 36.7 L n G r p L O S DCCDCDDCCDDD
Approach Vol, veh/h 500 1012 273 967
Approach Delay, s/veh 25.1 38.8 33.9 38.3
Approach LOS CDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.1 23.5 15.3 37.8 11.5 28.1 14.9 38.1 Change Period (Y+Rc), s 5.1 * 5.1 5.4 5.4 4.7 5.1 5.4 5.4 Max Green Setting (Gmax), s 19.9 * 30 14.6 34.6 15.3 34.9 14.6 34.6 Max Q Clear Time (g_c+I1), s 10.1 7.8 6.4 10.4 3.9 19.1 4.0 30.5 Green Ext Time (p_c), s 0.7 1.3 0.1 2.3 0.0 3.7 0.1 2.1 Intersection Summary
HCM 7th Control Delay, s/veh 35.7
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: San Ricardo Dr/Lassen Dr & Hollister Ave 02/06/2026
Existing AM Synchro 12 Report
DKS Associates Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 461 45 13 655 8 107 1 17 12 1 128 Future Volume (veh/h) 31 461 45 13 655 8 107 1 17 12 1 128 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 0.96 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 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 39 576 56 16 819 10 134 1 21 15 1 160 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 P e r c e n t H e a v y V e h , % 555555555555
Cap, veh/h 118 1256 122 56 1260 15 423 13 46 96 21 346
Arrive On Green 0.07 0.39 0.39 0.03 0.36 0.36 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1739 3181 308 1739 3508 43 1130 51 184 56 83 1381 Grp Volume(v), veh/h 39 313 319 16 405 424 156 0 0 176 0 0 Grp Sat Flow(s),veh/h/ln 1739 1735 1754 1739 1735 1816 1364 0 0 1519 0 0 Q Serve(g_s), s 1.0 6.4 6.4 0.4 9.3 9.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 6.4 6.4 0.4 9.3 9.3 3.9 0.0 0.0 4.6 0.0 0.0 Prop In Lane 1.00 0.18 1.00 0.02 0.86 0.13 0.09 0.91
Lane Grp Cap(c), veh/h 118 685 693 56 623 652 482 0 0 462 0 0 V/C Ratio(X) 0.33 0.46 0.46 0.29 0.65 0.65 0.32 0.00 0.00 0.38 0.00 0.00 Avail Cap(c_a), veh/h 313 1513 1530 313 1513 1584 1059 0 0 1167 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.2 10.7 10.7 22.6 12.8 12.8 14.9 0.0 0.0 15.1 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.5 0.5 2.8 1.2 1.1 0.4 0.0 0.0 0.5 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.9 1.9 0.2 2.9 3.0 1.3 0.0 0.0 1.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.8 11.1 11.1 25.3 13.9 13.9 15.2 0.0 0.0 15.7 0.0 0.0 L n G r p L O S CBBCBBB B
Approach Vol, veh/h 671 845 156 176
Approach Delay, s/veh 11.8 14.1 15.2 15.7
A p p r o a c h L O S BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.5 6.9 24.2 16.5 8.6 22.5
Change Period (Y+Rc), s 4.6 5.4 5.4 4.6 5.4 5.4
Max Green Setting (Gmax), s 34.4 8.6 41.6 34.4 8.6 41.6 Max Q Clear Time (g_c+I1), s 5.9 2.4 8.4 6.6 3.0 11.3
Green Ext Time (p_c), s 1.1 0.0 3.9 1.2 0.0 5.4
Intersection Summary
HCM 7th Control Delay, s/veh 13.5
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
14: S Patterson Ave/N Patterson Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp02/06/2026 Existing AM Synchro 12 Report
DKS Associates Page 6
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 6 86 3 6 40000 4 4 4 2 7 9 6 1 1 7 2 60 F u t u r e V o l u m e ( v e h / h ) 1 6 86 3 6 40000 4 4 4 2 7 9 6 1 1 7 2 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 187 7 404 0 493 310 679 807 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 492 7 431 0 836 367 1093 2160 0
Arrive On Green 0.28 0.28 0.28 0.00 0.24 0.24 0.64 1.00 0.00 Sat Flow, veh/h 1767 27 1550 0 3618 1549 3428 3618 0
Grp Volume(v), veh/h 187 0 411 0 493 310 679 807 0
Grp Sat Flow(s),veh/h/ln 1767 0 1577 0 1763 1549 1714 1763 0 Q Serve(g_s), s 7.7 0.0 22.9 0.0 11.2 17.2 10.7 0.0 0.0 Cycle Q Clear(g_c), s 7.7 0.0 22.9 0.0 11.2 17.2 10.7 0.0 0.0 Prop In Lane 1.00 0.98 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 492 0 439 0 836 367 1093 2160 0
V/C Ratio(X) 0.38 0.00 0.94 0.00 0.59 0.84 0.62 0.37 0.00 Avail Cap(c_a), veh/h 497 0 443 0 975 428 1093 2160 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.97 0.97 0.66 0.66 0.00 Uniform Delay (d), s/veh 26.2 0.0 31.7 0.0 30.4 32.7 13.0 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 27.4 0.0 3.0 20.0 0.7 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 3.2 0.0 11.8 0.0 4.9 8.2 2.9 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.7 0.0 59.1 0.0 33.4 52.8 13.8 0.3 0.0 LnGrp LOS C E C D B A
Approach Vol, veh/h 598 803 1486
Approach Delay, s/veh 48.9 40.9 6.5
Approach LOS D D A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 33.8 26.4 29.8 60.2
Change Period (Y+Rc), s 5.1 5.1 4.7 5.1
Max Green Setting (Gmax), s 24.9 24.9 25.3 54.9
Max Q Clear Time (g_c+I1), s 12.7 19.2 24.9 2.0
Green Ext Time (p_c), s 2.1 2.2 0.2 6.6
Intersection Summary
HCM 7th Control Delay, s/veh 24.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
15: N Patterson Ave & US-101 NB On-Ramp/US-101 NB Off-Ramp 02/06/2026 Existing AM Synchro 12 Report
DKS Associates Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 434 21 379 232 380 0 0 903 341 Future Volume (veh/h) 0 0 0 434 21 379 232 380 0 0 903 341 I n i t i a l Q ( Q b ) , v e h 000000000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 622 0 288 258 422 0 0 1003 379
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 , % 333330033
Cap, veh/h 785 0 349 605 2359 0 0 1369 425
Arrive On Green 0.22 0.00 0.22 0.68 1.00 0.00 0.00 0.27 0.27 Sat Flow, veh/h 3534 0 1572 1767 3618 0 0 5233 1572
Grp Volume(v), veh/h 622 0 288 258 422 0 0 1003 379
Grp Sat Flow(s),veh/h/ln 1767 0 1572 1767 1763 0 0 1689 1572 Q Serve(g_s), s 15.0 0.0 15.7 5.9 0.0 0.0 0.0 16.2 20.9 Cycle Q Clear(g_c), s 15.0 0.0 15.7 5.9 0.0 0.0 0.0 16.2 20.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 785 0 349 605 2359 0 0 1369 425
V/C Ratio(X) 0.79 0.00 0.83 0.43 0.18 0.00 0.00 0.73 0.89 Avail Cap(c_a), veh/h 994 0 442 605 2359 0 0 1401 435
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.81 0.81 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.1 0.0 33.3 10.3 0.0 0.0 0.0 29.9 31.6 Incr Delay (d2), s/veh 3.5 0.0 9.8 0.4 0.1 0.0 0.0 3.5 23.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 6.8 1.8 0.0 0.0 0.0 6.7 10.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.6 0.0 43.2 10.7 0.1 0.0 0.0 33.4 55.1 LnGrp LOS D D B A C E
Approach Vol, veh/h 910 680 1382
Approach Delay, s/veh 38.6 4.1 39.3
Approach LOS D A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 65.3 35.9 29.4 24.7
Change Period (Y+Rc), s 5.1 5.1 5.1 4.7
Max Green Setting (Gmax), s 54.9 24.9 24.9 25.3
Max Q Clear Time (g_c+I1), s 2.0 7.9 22.9 17.7
Green Ext Time (p_c), s 3.0 0.7 1.5 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 31.1
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
16: S Fairview Ave & Hollister Ave 02/06/2026
Existing AM Synchro 12 Report
DKS Associates Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165 258 91 39 253 261 76 129 35 298 254 401 Future Volume (veh/h) 165 258 91 39 253 261 76 129 35 298 254 401 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 1.00 0.98 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 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 183 287 101 43 281 290 84 143 39 331 282 446 Peak Hour Factor 0.90 0.90 0.90 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 , % 888888888888
Cap, veh/h 384 980 428 122 785 534 193 788 208 420 1058 636 Arrive On Green 0.12 0.29 0.29 0.07 0.23 0.23 0.11 0.30 0.30 0.13 0.31 0.31 Sat Flow, veh/h 3291 3385 1478 1697 3385 1473 1697 2637 695 3291 3385 1472 Grp Volume(v), veh/h 183 287 101 43 281 290 84 90 92 331 282 446 Grp Sat Flow(s),veh/h/ln 1646 1692 1478 1697 1692 1473 1697 1692 1639 1646 1692 1472 Q Serve(g_s), s 4.9 6.2 4.9 2.3 6.5 14.7 4.3 3.7 3.9 9.1 5.8 23.2 Cycle Q Clear(g_c), s 4.9 6.2 4.9 2.3 6.5 14.7 4.3 3.7 3.9 9.1 5.8 23.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.42 1.00 1.00
Lane Grp Cap(c), veh/h 384 980 428 122 785 534 193 506 490 420 1058 636 V/C Ratio(X) 0.48 0.29 0.24 0.35 0.36 0.54 0.43 0.18 0.19 0.79 0.27 0.70 Avail Cap(c_a), veh/h 500 1420 620 189 1282 751 241 549 532 715 1351 764 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 25.8 25.3 41.3 30.1 23.9 38.6 24.2 24.3 39.5 24.1 21.8 Incr Delay (d2), s/veh 0.9 0.2 0.3 1.7 0.3 0.9 1.5 0.2 0.2 3.3 0.1 2.3 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 1.9 2.4 1.7 1.0 2.7 5.2 1.9 1.5 1.5 3.8 2.3 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.5 25.9 25.6 43.0 30.3 24.7 40.1 24.4 24.5 42.9 24.2 24.1 L n G r p L O S DCCDCCDCCDCC
Approach Vol, veh/h 571 614 266 1059
Approach Delay, s/veh 30.2 28.6 29.4 30.0
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.6 32.6 11.3 32.9 15.3 33.9 16.7 27.5 Change Period (Y+Rc), s 4.7 4.7 4.6 5.8 4.7 4.7 5.8 * 5.8 Max Green Setting (Gmax), s 20.3 30.3 10.4 39.2 13.3 37.3 14.2 * 35 Max Q Clear Time (g_c+I1), s 11.1 5.9 4.3 8.2 6.3 25.2 6.9 16.7 Green Ext Time (p_c), s 0.8 1.0 0.0 2.1 0.1 2.9 0.3 2.9 Intersection Summary
HCM 7th Control Delay, s/veh 29.6
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: N Fairview Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp 02/06/2026 Existing AM Synchro 12 Report
DKS Associates Page 9
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 3 71 2 3 40000 4 6 7 3 9 7 4 4 3 8 3 10 F u t u r e V o l u m e ( v e h / h ) 1 3 71 2 3 40000 4 6 7 3 9 7 4 4 3 8 3 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 0 1811 1811 1811 1811 0 Adj Flow Rate, veh/h 141 1 241 0 481 409 457 857 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 , % 666 066660
Cap, veh/h 341 2 305 0 1157 506 617 2113 0
Arrive On Green 0.20 0.20 0.20 0.00 0.34 0.34 0.18 0.61 0.00 Sat Flow, veh/h 1713 12 1535 0 3532 1503 3346 3532 0
Grp Volume(v), veh/h 142 0 241 0 481 409 457 857 0
Grp Sat Flow(s),veh/h/ln 1725 0 1535 0 1721 1503 1673 1721 0 Q Serve(g_s), s 3.6 0.0 7.5 0.0 5.4 12.5 6.5 6.4 0.0
Cycle Q Clear(g_c), s 3.6 0.0 7.5 0.0 5.4 12.5 6.5 6.4 0.0 Prop In Lane 0.99 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 343 0 305 0 1157 506 617 2113 0
V/C Ratio(X) 0.41 0.00 0.79 0.00 0.42 0.81 0.74 0.41 0.00 Avail Cap(c_a), veh/h 422 0 376 0 1389 607 885 2622 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 17.6 0.0 19.1 0.0 12.9 15.2 19.4 5.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 8.9 0.0 0.2 6.8 2.0 0.1 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 1.4 0.0 3.1 0.0 1.8 4.5 2.4 1.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 18.4 0.0 28.0 0.0 13.1 22.0 21.4 5.1 0.0 LnGrp LOS B C B C C A
Approach Vol, veh/h 383 890 1314
Approach Delay, s/veh 24.4 17.2 10.8
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.0 21.6 14.7 35.6
Change Period (Y+Rc), s 4.7 4.7 4.7 4.7
Max Green Setting (Gmax), s 13.3 20.3 12.3 38.3
Max Q Clear Time (g_c+I1), s 8.5 14.5 9.5 8.4
Green Ext Time (p_c), s 0.8 2.4 0.5 7.0
Intersection Summary
HCM 7th Control Delay, s/veh 15.0
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
18: US-101 NB On-Ramp & N Fairview Ave & US-101 NB Off-Ramp 02/06/2026 Existing AM Synchro 12 Report
DKS Associates Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 0 134 0 426 516 0 0 0 0 137 848 Future Volume (veh/h) 470 0 134 0 426 516 0 0 0 0 137 848 I n i t i a l Q ( Q b ) , v e h 000000 000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 0 1826 0 1826 1826 0 1826 1826 A d j F l o w R a t e , v e h / h 4 9 5000 4 4 8 5 4 3 0 1 4 40 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 , % 505055 055
Cap, veh/h 826 0 0 854 723 0 0
Arrive On Green 0.24 0.00 0.00 0.00 0.47 0.47 0.00 0.00 0.00 Sat Flow, veh/h 3374 495 0 1826 1547 0
Grp Volume(v), veh/h 495 11.6 0 448 543 0.0
Grp Sat Flow(s),veh/h/ln 1687 B 0 1826 1547
Q Serve(g_s), s 4.2 0.0 5.7 9.4
Cycle Q Clear(g_c), s 4.2 0.0 5.7 9.4
Prop In Lane 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 826 0 854 723
V/C Ratio(X) 0.60 0.00 0.52 0.75
Avail Cap(c_a), veh/h 1373 0 1246 1056
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 10.9 0.0 6.1 7.1
Incr Delay (d2), s/veh 0.7 0.0 0.5 1.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 1.3 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.6 0.0 6.6 8.9
LnGrp LOS B A A
Approach Vol, veh/h 991
Approach Delay, s/veh 7.9
Approach LOS A
Timer - Assigned Phs 7 8
Phs Duration (G+Y+Rc), s 12.7 20.0
Change Period (Y+Rc), s 4.7 4.7
Max Green Setting (Gmax), s 13.3 22.3
Max Q Clear Time (g_c+I1), s 6.2 11.4
Green Ext Time (p_c), s 1.1 3.9
Intersection Summary
HCM 7th Control Delay, s/veh 9.1
HCM 7th LOS A
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th TWSC
3: Hollister Ave & St Josephs St 01/26/2026
Existing AM Synchro 12 Report
DKS Associates Page 1
Intersection
Int Delay, s/veh 1.1
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 9 53 451 505 14 3 44
Future Vol, veh/h 9 53 451 505 14 3 44
Conflicting Peds, #/hr 0 10 0 0 10 1 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 140 - - - 0 -
Veh in Median Storage, # - - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 96 83 83 83 83 83 83
Heavy Vehicles, % 3 6 6 6 6 6 6
Mvmt Flow 9 64 543 608 17 4 53
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 625 635 0 - 0 1046 323
Stage 1 - ---- 6 2 7-
Stage 2 - ---- 4 1 9-
Critical Hdwy 6.46 4.22 - - - 6.92 7.02
C r i t i c a l H d w y S t g 1 ----- 5 . 9 2-
C r i t i c a l H d w y S t g 2 ----- 5 . 9 2-
Follow-up Hdwy 2.53 2.26 - - - 3.56 3.36
Pot Cap-1 Maneuver 573 917 - - - 217 661
Stage 1 - ---- 4 8 4-
Stage 2 - ---- 6 2 0-
Platoon blocked, % - - -
Mov Cap-1 Maneuver 831 831 - - - 196 655
Mov Cap-2 Maneuver - ---- 1 9 6-
Stage 1 - ---- 4 3 7-
Stage 2 - ---- 6 1 9-
Approach EB WB SB
HCM Ctrl Dly, s/v 1.16 0 12.01

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 831 - - - 570
HCM Lane V/C Ratio 0.088 - - - 0.099
HCM Ctrl Dly (s/v) 9.7 - - - 12
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.3 - - - 0.3
HCM 7th TWSC
7: Ward Dr & CA-217 NB Off-Ramp 01/26/2026
Existing AM Synchro 12 Report
DKS Associates Page 2
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 50 17 0 146 233 0
Future Vol, veh/h 50 17 0 146 233 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 300 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, % 7 7 7 7 7 7
Mvmt Flow 61 21 0 178 284 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 462 284 - 0 - 0
Stage 1 284 -----
Stage 2 178 -----
C r i t i c a l H d w y 6 . 4 7 6 . 2 7----
C r i t i c a l H d w y S t g 1 5 . 4 7-----
C r i t i c a l H d w y S t g 2 5 . 4 7-----
F o l l o w - u p H d w y 3 . 5 6 3 3 . 3 6 3----
Pot Cap-1 Maneuver 549 743 0 - - 0
Stage 1 753 - 0 - - 0
Stage 2 841 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 549 743 ----
Mov Cap-2 Maneuver 549 -----
Stage 1 753 -----
Stage 2 841 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 11.77 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 549 743 -
HCM Lane V/C Ratio - 0.111 0.028 -
HCM Ctrl Dly (s/v) - 12.4 10 -
HCM Lane LOS - B A -
HCM 95th %tile Q(veh) - 0.4 0.1 -
HCM 7th TWSC
8: Ward Dr & Ekwill St 01/26/2026
Existing AM Synchro 12 Report
DKS Associates Page 3
Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 18 82 1 37 78
Future Vol, veh/h 1 18 82 1 37 78
Conflicting Peds, #/hr 0 0 0 1 1 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 5 5 5 5 5 5
Mvmt Flow 1 20 92 1 42 88
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 264 94 0 0 94 0
Stage 1 94 -----
Stage 2 171 -----
Critical Hdwy 6.45 6.25 - - 4.15 -
C r i t i c a l H d w y S t g 1 5 . 4 5-----
C r i t i c a l H d w y S t g 2 5 . 4 5-----
Follow-up Hdwy 3.545 3.345 - - 2.245 -
Pot Cap-1 Maneuver 718 955 - - 1481 -
Stage 1 922 -----
Stage 2 852 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 696 954 - - 1480 -
Mov Cap-2 Maneuver 696 -----
Stage 1 922 -----
Stage 2 827 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 8.87 0 2.41

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 950 579 -
HCM Lane V/C Ratio - - 0.022 0.028 -
HCM Ctrl Dly (s/v) - - 8.9 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1 -
HCM 7th TWSC
9: S Patterson Ave & Ekwill St 01/26/2026
Existing AM Synchro 12 Report
DKS Associates Page 4
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 0 0 2 0 15 1 101 3 39 72 8
Future Vol, veh/h 3 0 0 2 0 15 1 101 3 39 72 8
C o n f l i c t i n g P e d s , # / h r 000000102201
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
H e a v y V e h i c l e s , % 1 71 71 71 71 71 71 71 71 71 71 71 7 Mvmt Flow 3 0 0 2 0 17 1 116 3 45 83 9
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 296 302 88 295 305 120 93 0 0 122 0 0 Stage 1 178 178 - 122 122 -------
Stage 2 118 124 - 172 183 -------
Critical Hdwy 7.27 6.67 6.37 7.27 6.67 6.37 4.27 - - 4.27 - - C r i t i c a l H d w y S t g 1 6 . 2 7 5 . 6 7- 6 . 2 7 5 . 6 7------- C r i t i c a l H d w y S t g 2 6 . 2 7 5 . 6 7- 6 . 2 7 5 . 6 7------- Follow-up Hdwy 3.653 4.153 3.453 3.653 4.153 3.453 2.353 - - 2.353 - - Pot Cap-1 Maneuver 627 587 930 629 585 893 1412 - - 1378 - - Stage 1 790 724 - 847 767 -------
Stage 2 851 765 - 796 721 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 593 564 929 606 562 891 1411 - - 1375 - - Mov Cap-2 Maneuver 593 564 - 606 562 -------
Stage 1 762 699 - 845 765 -------
Stage 2 834 763 - 768 696 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 11.11 9.37 0.07 2.53

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 17 - - 593 844 578 - -
HCM Lane V/C Ratio 0.001 - - 0.006 0.023 0.033 - -
HCM Ctrl Dly (s/v) 7.6 0 - 11.1 9.4 7.7 0 -
HCM Lane LOS A A - BAAA -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0.1 - -
HCM 7th Signalized Intersection Summary
1: CA-217 SB On-Ramp/CA-217 SB Off-Ramp & Hollister Ave 01/26/2026 Existing PM Synchro 12 Report
DKS Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1093 56 93 654 0 0 0 0 79 1 530 Future Volume (veh/h) 0 1093 56 93 654 0 0 0 0 79 1 530 I n i t i a l Q ( Q b ) , v e h 000000 000
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 0.96 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 0 1151 59 98 688 0 0 0 648
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 , % 033330 333
Cap, veh/h 0 1686 86 197 2324 0 0 439 743
Arrive On Green 0.00 0.50 0.50 0.22 1.00 0.00 0.00 0.00 0.24 Sat Flow, veh/h 0 3498 174 1767 3618 0 0 1856 3145
Grp Volume(v), veh/h 0 596 614 98 688 0 0 0 648
Grp Sat Flow(s),veh/h/ln 0 1763 1817 1767 1763 0 0 1856 1572 Q Serve(g_s), s 0.0 23.2 23.2 4.4 0.0 0.0 0.0 0.0 17.8
Cycle Q Clear(g_c), s 0.0 23.2 23.2 4.4 0.0 0.0 0.0 0.0 17.8 Prop In Lane 0.00 0.10 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 0 873 900 197 2324 0 0 439 743
V/C Ratio(X) 0.00 0.68 0.68 0.50 0.30 0.00 0.00 0.00 0.87 Avail Cap(c_a), veh/h 0 873 900 300 2324 0 0 522 884
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.90 0.90 0.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.3 17.3 32.7 0.0 0.0 0.0 0.0 33.0 Incr Delay (d2), s/veh 0.0 4.3 4.2 1.7 0.3 0.0 0.0 0.0 8.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 10.0 10.3 1.8 0.1 0.0 0.0 0.0 7.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 21.6 21.5 34.5 0.3 0.0 0.0 0.0 41.4 LnGrp LOS C C C A D
Approach Vol, veh/h 1210 786 648
Approach Delay, s/veh 21.6 4.6 41.4
Approach LOS C A D
Timer - Assigned Phs 3 4 6 8
Phs Duration (G+Y+Rc), s 14.8 49.3 26.0 64.0
Change Period (Y+Rc), s 4.7 * 4.7 4.7 4.7
Max Green Setting (Gmax), s 15.3 * 35 25.3 55.3
Max Q Clear Time (g_c+I1), s 6.4 25.2 19.8 2.0
Green Ext Time (p_c), s 0.1 5.8 1.4 5.7
Intersection Summary
HCM 7th Control Delay, s/veh 21.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
2: Ward Dr/CA-217 NB On-Ramp & Hollister Ave 01/26/2026 Existing PM Synchro 12 Report
DKS Associates Page 2
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 ) 4 6 9 5 8 8 1 1 5 2 6 6 0 5 7 5 1 4 2 1 3 1 1 4 6000 F u t u r e V o l u m e ( v e h / h ) 4 6 9 5 8 8 1 1 5 2 6 6 0 5 7 5 1 4 2 1 3 1 1 4 6000 I n i t i a l Q ( Q b ) , v e h 000000000
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 0.96 1.00 0.95 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 494 619 121 27 637 79 149 138 154
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 , % 333333333
Cap, veh/h 1414 1706 333 87 781 331 189 175 308
Arrive On Green 0.14 0.19 0.19 0.05 0.22 0.22 0.20 0.20 0.20 Sat Flow, veh/h 3428 2916 569 1767 3526 1496 939 870 1530 Grp Volume(v), veh/h 494 374 366 27 637 79 287 0 154
Grp Sat Flow(s),veh/h/ln 1714 1763 1722 1767 1763 1496 1809 0 1530 Q Serve(g_s), s 11.8 16.5 16.6 1.3 15.5 3.9 13.6 0.0 8.0 Cycle Q Clear(g_c), s 11.8 16.5 16.6 1.3 15.5 3.9 13.6 0.0 8.0 Prop In Lane 1.00 0.33 1.00 1.00 0.52 1.00
Lane Grp Cap(c), veh/h 1414 1031 1007 87 781 331 365 0 308 V/C Ratio(X) 0.35 0.36 0.36 0.31 0.82 0.24 0.79 0.00 0.50 Avail Cap(c_a), veh/h 1414 1031 1007 188 964 409 709 0 600 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.9 21.8 21.8 41.3 33.3 28.8 34.1 0.0 31.9 Incr Delay (d2), s/veh 0.1 0.6 0.7 2.0 9.2 1.7 3.8 0.0 1.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 7.9 7.8 0.6 7.3 1.5 6.2 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 28.0 22.4 22.4 43.3 42.5 30.5 37.9 0.0 33.1 L n G r p L O S CCCDDCD C
Approach Vol, veh/h 1234 743 441
Approach Delay, s/veh 24.7 41.2 36.2
Approach LOS C D D
Timer - Assigned Phs 2 3 4 7 8
Phs Duration (G+Y+Rc), s 22.8 9.8 57.3 41.8 25.3
Change Period (Y+Rc), s 4.7 5.4 4.7 4.7 5.4
Max Green Setting (Gmax), s 35.3 9.6 30.3 15.3 24.6
Max Q Clear Time (g_c+I1), s 15.6 3.3 18.6 13.8 17.5
Green Ext Time (p_c), s 2.2 0.0 3.7 0.3 2.5
Intersection Summary
HCM 7th Control Delay, s/veh 31.9
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
4: Sumida Gardens Ln & Hollister Ave 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 634 8 5 565 36 41 3 12 25 0 51 Future Volume (veh/h) 38 634 8 5 565 36 41 3 12 25 0 51 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 0.95 1.00 0.95 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 41 682 9 5 608 39 44 3 13 27 0 55
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 128 1407 19 19 1117 72 416 63 275 455 0 324
Arrive On Green 0.07 0.40 0.40 0.01 0.33 0.33 0.21 0.21 0.21 0.21 0.00 0.21 Sat Flow, veh/h 1767 3560 47 1767 3351 215 1333 299 1296 1380 0 1526 Grp Volume(v), veh/h 41 338 353 5 319 328 44 0 16 27 0 55 Grp Sat Flow(s),veh/h/ln 1767 1763 1844 1767 1763 1803 1333 0 1595 1380 0 1526 Q Serve(g_s), s 0.9 6.0 6.0 0.1 6.1 6.2 1.2 0.0 0.3 0.7 0.0 1.2 Cycle Q Clear(g_c), s 0.9 6.0 6.0 0.1 6.1 6.2 2.4 0.0 0.3 1.0 0.0 1.2 Prop In Lane 1.00 0.03 1.00 0.12 1.00 0.81 1.00 1.00
Lane Grp Cap(c), veh/h 128 697 729 19 588 601 416 0 338 455 0 324 V/C Ratio(X) 0.32 0.48 0.48 0.26 0.54 0.55 0.11 0.00 0.05 0.06 0.00 0.17 Avail Cap(c_a), veh/h 408 1677 1755 408 1677 1716 1264 0 1353 1320 0 1280 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.3 9.4 9.4 20.4 11.3 11.3 14.4 0.0 13.1 13.4 0.0 13.4 Incr Delay (d2), s/veh 1.4 0.5 0.5 7.1 0.8 0.8 0.1 0.0 0.1 0.1 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.6 1.7 0.1 1.8 1.9 0.3 0.0 0.1 0.2 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.7 9.9 9.9 27.5 12.1 12.1 14.5 0.0 13.1 13.5 0.0 13.6 L n G r p L O S BAACBBB BB B
Approach Vol, veh/h 732 652 60 82
Approach Delay, s/veh 10.5 12.2 14.1 13.6
A p p r o a c h L O S BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.9 5.8 21.8 13.9 8.4 19.3
Change Period (Y+Rc), s * 5.1 5.4 5.4 5.1 5.4 5.4
Max Green Setting (Gmax), s * 35 9.6 39.6 34.9 9.6 39.6 Max Q Clear Time (g_c+I1), s 4.4 2.1 8.0 3.2 2.9 8.2
Green Ext Time (p_c), s 0.2 0.0 4.3 0.4 0.0 4.0
Intersection Summary
HCM 7th Control Delay, s/veh 11.5
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
5: S Patterson Ave & Hollister Ave 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 580 40 34 376 336 57 289 103 462 103 113 Future Volume (veh/h) 190 580 40 34 376 336 57 289 103 462 103 113 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 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 200 611 42 36 396 354 60 304 108 486 108 119 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 , % 222222222222
Cap, veh/h 421 1141 78 129 515 448 169 476 165 583 468 406 Arrive On Green 0.12 0.34 0.34 0.07 0.29 0.29 0.10 0.19 0.19 0.17 0.26 0.26 Sat Flow, veh/h 3456 3366 231 1781 1777 1543 1781 2568 891 3456 1777 1540 Grp Volume(v), veh/h 200 322 331 36 396 354 60 208 204 486 108 119 Grp Sat Flow(s),veh/h/ln 1728 1777 1820 1781 1777 1543 1781 1777 1682 1728 1777 1540 Q Serve(g_s), s 4.8 13.1 13.2 1.7 18.3 19.0 2.8 9.7 10.1 12.2 4.3 5.5 Cycle Q Clear(g_c), s 4.8 13.1 13.2 1.7 18.3 19.0 2.8 9.7 10.1 12.2 4.3 5.5 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.53 1.00 1.00
Lane Grp Cap(c), veh/h 421 603 617 129 515 448 169 329 312 583 468 406 V/C Ratio(X) 0.48 0.53 0.54 0.28 0.77 0.79 0.35 0.63 0.65 0.83 0.23 0.29 Avail Cap(c_a), veh/h 562 685 702 290 685 595 304 600 568 767 691 599 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.7 23.9 23.9 39.4 29.1 29.3 38.0 33.7 33.9 36.1 25.9 26.4 Incr Delay (d2), s/veh 0.8 0.7 0.7 1.2 3.8 5.3 1.3 2.0 2.3 6.1 0.2 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 2.0 5.3 5.4 0.8 7.9 7.2 1.3 4.3 4.2 5.5 1.8 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.5 24.7 24.7 40.5 32.9 34.6 39.3 35.7 36.2 42.1 26.2 26.8 L n G r p L O S DCCDCCDDDDCC
Approach Vol, veh/h 853 786 472 713
Approach Delay, s/veh 27.7 34.0 36.4 37.1
A p p r o a c h L O S CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.2 21.7 11.9 35.8 13.2 28.7 16.3 31.4 Change Period (Y+Rc), s 5.1 * 5.1 5.4 5.4 4.7 5.1 5.4 5.4 Max Green Setting (Gmax), s 19.9 * 30 14.6 34.6 15.3 34.9 14.6 34.6 Max Q Clear Time (g_c+I1), s 14.2 12.1 3.7 15.2 4.8 7.5 6.8 21.0 Green Ext Time (p_c), s 0.9 2.3 0.0 3.6 0.1 1.3 0.4 3.9 Intersection Summary
HCM 7th Control Delay, s/veh 33.3
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: San Ricardo Dr/Lassen Dr & Hollister Ave 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 1052 93 36 537 16 44 0 24 12 1 97 Future Volume (veh/h) 35 1052 93 36 537 16 44 0 24 12 1 97 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 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 1085 96 37 554 16 45 0 25 12 1 100 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 , % 222222222222
Cap, veh/h 113 1386 123 115 1487 43 288 25 107 96 22 280 Arrive On Green 0.06 0.42 0.42 0.06 0.42 0.42 0.20 0.00 0.20 0.20 0.20 0.20 Sat Flow, veh/h 1781 3294 291 1781 3524 102 837 127 536 74 109 1404 Grp Volume(v), veh/h 36 585 596 37 279 291 70 0 0 113 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1808 1781 1777 1849 1500 0 0 1587 0 0 Q Serve(g_s), s 0.9 13.9 13.9 1.0 5.3 5.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 13.9 13.9 1.0 5.3 5.3 1.6 0.0 0.0 3.0 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.05 0.64 0.36 0.11 0.88
Lane Grp Cap(c), veh/h 113 748 761 115 750 780 420 0 0 398 0 0 V/C Ratio(X) 0.32 0.78 0.78 0.32 0.37 0.37 0.17 0.00 0.00 0.28 0.00 0.00 Avail Cap(c_a), veh/h 350 895 911 350 895 931 1002 0 0 1057 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 21.9 12.2 12.2 21.8 9.7 9.7 16.3 0.0 0.0 16.8 0.0 0.0 Incr Delay (d2), s/veh 1.6 3.8 3.8 1.6 0.3 0.3 0.2 0.0 0.0 0.4 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.7 4.8 0.4 1.6 1.6 0.6 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.5 16.0 16.0 23.4 10.0 10.0 16.5 0.0 0.0 17.2 0.0 0.0 L n G r p L O S CBBCAAB B
Approach Vol, veh/h 1217 607 70 113
Approach Delay, s/veh 16.2 10.8 16.5 17.2
A p p r o a c h L O S BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 14.3 8.6 25.9 14.3 8.5 26.0
Change Period (Y+Rc), s 4.6 5.4 5.4 4.6 5.4 5.4
Max Green Setting (Gmax), s 30.4 9.6 24.6 30.4 9.6 24.6 Max Q Clear Time (g_c+I1), s 3.6 3.0 15.9 5.0 2.9 7.3
Green Ext Time (p_c), s 0.4 0.0 4.6 0.7 0.0 2.9
Intersection Summary
HCM 7th Control Delay, s/veh 14.7
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
14: S Patterson Ave/N Patterson Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp01/26/2026 Existing PM Synchro 12 Report
DKS Associates Page 6
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 8 72 2 3 70000 6 7 9 4 7 5 4 9 5 5 1 30 F u t u r e V o l u m e ( v e h / h ) 3 8 72 2 3 70000 6 7 9 4 7 5 4 9 5 5 1 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1885 1885 1885 1885 0 Adj Flow Rate, veh/h 329 111 249 0 715 500 521 540 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 , % 111 011110
Cap, veh/h 441 127 285 0 1221 536 575 2117 0
Arrive On Green 0.25 0.25 0.25 0.00 0.34 0.34 0.16 0.59 0.00 Sat Flow, veh/h 1795 517 1160 0 3676 1573 3483 3676 0
Grp Volume(v), veh/h 329 0 360 0 715 500 521 540 0
Grp Sat Flow(s),veh/h/ln 1795 0 1676 0 1791 1573 1742 1791 0 Q Serve(g_s), s 10.2 0.0 12.4 0.0 9.9 18.4 8.8 4.4 0.0
Cycle Q Clear(g_c), s 10.2 0.0 12.4 0.0 9.9 18.4 8.8 4.4 0.0 Prop In Lane 1.00 0.69 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 441 0 412 0 1221 536 575 2117 0
V/C Ratio(X) 0.75 0.00 0.87 0.00 0.59 0.93 0.91 0.26 0.00 Avail Cap(c_a), veh/h 458 0 427 0 1221 536 575 2117 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 0.81 0.81 0.85 0.85 0.00 Uniform Delay (d), s/veh 20.9 0.0 21.7 0.0 16.3 19.1 24.6 5.9 0.0 Incr Delay (d2), s/veh 6.3 0.0 17.5 0.0 1.7 21.8 16.0 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 6.4 0.0 3.8 9.0 4.6 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.2 0.0 39.2 0.0 17.9 40.9 40.6 6.2 0.0 LnGrp LOS C D B D D A
Approach Vol, veh/h 689 1215 1061
Approach Delay, s/veh 33.5 27.4 23.1
Approach LOS C C C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.0 25.6 19.4 40.6
Change Period (Y+Rc), s 5.1 5.1 4.7 5.1
Max Green Setting (Gmax), s 9.9 19.9 15.3 34.9
Max Q Clear Time (g_c+I1), s 10.8 20.4 14.4 6.4
Green Ext Time (p_c), s 0.0 0.0 0.4 3.7
Intersection Summary
HCM 7th Control Delay, s/veh 27.3
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
15: N Patterson Ave & US-101 NB On-Ramp/US-101 NB Off-Ramp 01/26/2026 Existing PM Synchro 12 Report
DKS Associates Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 259 16 599 327 739 0 0 749 259 Future Volume (veh/h) 0 0 0 259 16 599 327 739 0 0 749 259 I n i t i a l Q ( Q b ) , v e h 000000000
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 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 190 0 741 348 786 0 0 797 276
Peak Hour Factor 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 , % 111110011
Cap, veh/h 453 0 806 574 2240 0 0 1244 381
Arrive On Green 0.25 0.00 0.25 0.32 0.63 0.00 0.00 0.24 0.24 Sat Flow, veh/h 1795 0 3195 1795 3676 0 0 5316 1577
Grp Volume(v), veh/h 190 0 741 348 786 0 0 797 276
Grp Sat Flow(s),veh/h/ln 1795 0 1598 1795 1791 0 0 1716 1577 Q Serve(g_s), s 7.1 0.0 18.1 13.1 8.4 0.0 0.0 11.1 12.9 Cycle Q Clear(g_c), s 7.1 0.0 18.1 13.1 8.4 0.0 0.0 11.1 12.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 453 0 806 574 2240 0 0 1244 381
V/C Ratio(X) 0.42 0.00 0.92 0.61 0.35 0.00 0.00 0.64 0.72 Avail Cap(c_a), veh/h 456 0 811 574 2240 0 0 1602 491
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 0.68 0.68 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 25.0 0.0 29.1 23.0 7.2 0.0 0.0 27.2 27.9 Incr Delay (d2), s/veh 0.6 0.0 15.5 1.2 0.3 0.0 0.0 2.5 11.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 8.4 5.4 2.7 0.0 0.0 4.6 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.6 0.0 44.6 24.2 7.5 0.0 0.0 29.8 39.2 LnGrp LOS C D C A C D
Approach Vol, veh/h 931 1134 1073
Approach Delay, s/veh 40.7 12.6 32.2
Approach LOS D B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 55.1 30.7 24.4 24.9
Change Period (Y+Rc), s 5.1 5.1 5.1 4.7
Max Green Setting (Gmax), s 49.9 19.9 24.9 20.3
Max Q Clear Time (g_c+I1), s 10.4 15.1 14.9 20.1
Green Ext Time (p_c), s 6.2 0.5 4.5 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 27.6
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
16: S Fairview Ave & Hollister Ave 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 356 484 109 43 456 445 128 346 71 280 138 158 Future Volume (veh/h) 356 484 109 43 456 445 128 346 71 280 138 158 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 0.97 1.00 0.96 1.00 0.96 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 383 520 117 46 490 478 138 372 76 301 148 170 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 455 1423 615 130 1171 676 216 597 120 377 682 499 Arrive On Green 0.13 0.40 0.40 0.07 0.33 0.33 0.12 0.21 0.21 0.11 0.19 0.19 Sat Flow, veh/h 3428 3526 1523 1767 3526 1516 1767 2900 585 3428 3526 1501 Grp Volume(v), veh/h 383 520 117 46 490 478 138 224 224 301 148 170 Grp Sat Flow(s),veh/h/ln 1714 1763 1523 1767 1763 1516 1767 1763 1722 1714 1763 1501 Q Serve(g_s), s 10.4 9.9 4.7 2.4 10.3 24.6 7.1 11.1 11.4 8.2 3.4 8.2 Cycle Q Clear(g_c), s 10.4 9.9 4.7 2.4 10.3 24.6 7.1 11.1 11.4 8.2 3.4 8.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 1.00
Lane Grp Cap(c), veh/h 455 1423 615 130 1171 676 216 363 354 377 682 499 V/C Ratio(X) 0.84 0.37 0.19 0.35 0.42 0.71 0.64 0.62 0.63 0.80 0.22 0.34 Avail Cap(c_a), veh/h 509 1423 615 284 1304 733 246 687 671 476 1374 794 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 40.5 20.0 18.4 42.2 24.8 21.8 40.0 34.6 34.7 41.6 32.5 24.5 Incr Delay (d2), s/veh 11.1 0.2 0.1 1.6 0.2 2.9 4.5 1.7 1.9 7.4 0.2 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 4.9 3.8 1.7 1.1 4.3 9.0 3.3 4.9 4.9 3.8 1.4 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 51.7 20.1 18.6 43.8 25.0 24.6 44.5 36.3 36.6 49.0 32.6 24.9 L n G r p L O S DCBDCCDDDDCC
Approach Vol, veh/h 1020 1014 586 619
Approach Delay, s/veh 31.8 25.7 38.3 38.5
A p p r o a c h L O S CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.2 24.4 11.7 44.4 16.4 23.2 18.5 37.6 Change Period (Y+Rc), s 4.7 4.7 4.6 5.8 4.7 4.7 5.8 * 5.8 Max Green Setting (Gmax), s 13.3 37.3 15.4 34.2 13.3 37.3 14.2 * 35 Max Q Clear Time (g_c+I1), s 10.2 13.4 4.4 11.9 9.1 10.2 12.4 26.6 Green Ext Time (p_c), s 0.3 2.8 0.0 3.5 0.1 1.5 0.3 3.6 Intersection Summary
HCM 7th Control Delay, s/veh 32.3
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: N Fairview Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp 01/26/2026 Existing PM Synchro 12 Report
DKS Associates Page 9
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 8 2 1 4 1 5 90000 5 9 3 9 0 0 3 2 5 5 7 50 F u t u r e V o l u m e ( v e h / h ) 1 8 2 1 4 1 5 90000 5 9 3 9 0 0 3 2 5 5 7 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 192 15 167 0 624 947 342 605 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 , % 222 022220
Cap, veh/h 289 23 276 0 1567 688 480 2352 0
Arrive On Green 0.17 0.17 0.17 0.00 0.44 0.44 0.14 0.66 0.00 Sat Flow, veh/h 1658 130 1585 0 3647 1560 3456 3647 0
Grp Volume(v), veh/h 207 0 167 0 624 947 342 605 0
Grp Sat Flow(s),veh/h/ln 1787 0 1585 0 1777 1560 1728 1777 0 Q Serve(g_s), s 6.2 0.0 5.6 0.0 6.8 25.3 5.4 4.0 0.0
Cycle Q Clear(g_c), s 6.2 0.0 5.6 0.0 6.8 25.3 5.4 4.0 0.0 Prop In Lane 0.93 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 312 0 276 0 1567 688 480 2352 0
V/C Ratio(X) 0.66 0.00 0.60 0.00 0.40 1.38 0.71 0.26 0.00 Avail Cap(c_a), veh/h 321 0 285 0 1567 688 620 2497 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 22.1 0.0 21.9 0.0 10.9 16.0 23.6 4.0 0.0 Incr Delay (d2), s/veh 4.9 0.0 3.4 0.0 0.2 178.3 2.7 0.1 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 2.8 0.0 2.2 0.0 2.3 41.5 2.2 0.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.0 0.0 25.3 0.0 11.0 194.3 26.3 4.0 0.0 LnGrp LOS C C B F C A
Approach Vol, veh/h 374 1571 947
Approach Delay, s/veh 26.3 121.5 12.1
Approach LOS C F B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 12.7 30.0 14.7 42.7
Change Period (Y+Rc), s 4.7 4.7 4.7 4.7
Max Green Setting (Gmax), s 10.3 25.3 10.3 40.3
Max Q Clear Time (g_c+I1), s 7.4 27.3 8.2 6.0
Green Ext Time (p_c), s 0.4 0.0 0.4 4.6
Intersection Summary
HCM 7th Control Delay, s/veh 73.4
HCM 7th LOS E
HCM 7th Signalized Intersection Summary
18: US-101 NB On-Ramp & N Fairview Ave & US-101 NB Off-Ramp 01/26/2026 Existing PM Synchro 12 Report
DKS Associates Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 572 0 203 0 253 503 0 0 0 0 252 647 Future Volume (veh/h) 572 0 203 0 253 503 0 0 0 0 252 647 I n i t i a l Q ( Q b ) , v e h 000000 000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 A d j F l o w R a t e , v e h / h 6 2 9000 2 7 8 5 5 3 0 2 7 70 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 303033 033
Cap, veh/h 954 0 0 782 663 0 0
Arrive On Green 0.28 0.00 0.00 0.00 0.42 0.42 0.00 0.00 0.00 Sat Flow, veh/h 3428 629 0 1856 1572 0
Grp Volume(v), veh/h 629 10.8 0 278 553 0.0
Grp Sat Flow(s),veh/h/ln 1714 B 0 1856 1572
Q Serve(g_s), s 5.1 0.0 3.2 9.8
Cycle Q Clear(g_c), s 5.1 0.0 3.2 9.8
Prop In Lane 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 954 0 782 663
V/C Ratio(X) 0.66 0.00 0.36 0.83
Avail Cap(c_a), veh/h 1674 0 906 768
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 10.0 0.0 6.2 8.1
Incr Delay (d2), s/veh 0.8 0.0 0.3 7.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 0.0 0.8 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.8 0.0 6.4 15.1
LnGrp LOS B A B
Approach Vol, veh/h 831
Approach Delay, s/veh 12.2
Approach LOS B
Timer - Assigned Phs 7 8
Phs Duration (G+Y+Rc), s 13.4 17.9
Change Period (Y+Rc), s 4.7 4.7
Max Green Setting (Gmax), s 15.3 15.3
Max Q Clear Time (g_c+I1), s 7.1 11.8
Green Ext Time (p_c), s 1.6 1.4
Intersection Summary
HCM 7th Control Delay, s/veh 11.6
HCM 7th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th TWSC
3: Hollister Ave & St Josephs St 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
T r a f f i c V o l , v e h / h 4 5 1 4 6 7 5 6 5 0758 F u t u r e V o l , v e h / h 4 5 1 4 6 7 5 6 5 0758
Conflicting Peds, #/hr 0 5 0 0 5 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 140 - - - 0 -
Veh in Median Storage, # - - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, % 3 3 3 3 3 3 3
M v m t F l o w 4 7 1 5 7 0 3 6 7 7758
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 684 689 0 - 0 1160 347
Stage 1 - ---- 6 8 6-
Stage 2 - ---- 4 7 4-
Critical Hdwy 6.46 4.16 - - - 6.86 6.96
C r i t i c a l H d w y S t g 1 ----- 5 . 8 6-
C r i t i c a l H d w y S t g 2 ----- 5 . 8 6-
Follow-up Hdwy 2.53 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 525 894 - - - 187 646
Stage 1 - ---- 4 5 9-
Stage 2 - ---- 5 8 9-
Platoon blocked, % - - -
Mov Cap-1 Maneuver 575 575 - - - 166 643
Mov Cap-2 Maneuver - ---- 1 6 6-
Stage 1 - ---- 4 0 8-
Stage 2 - ---- 5 8 9-
Approach EB WB SB
HCM Ctrl Dly, s/v 0.97 0 17.31

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 575 - - - 306
HCM Lane V/C Ratio 0.107 - - - 0.044
HCM Ctrl Dly (s/v) 12 - - - 17.3
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.4 - - - 0.1
HCM 7th TWSC
7: Ward Dr & CA-217 NB Off-Ramp 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 2
Intersection
Int Delay, s/veh 4.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 164 14 0 255 141 0
Future Vol, veh/h 164 14 0 255 141 0
Conflicting Peds, #/hr 0 0 1 0 0 1
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 300 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 191 16 0 297 164 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 460 164 - 0 - 0
Stage 1 164 -----
Stage 2 297 -----
C r i t i c a l H d w y 6 . 4 2 6 . 2 2----
C r i t i c a l H d w y S t g 1 5 . 4 2-----
C r i t i c a l H d w y S t g 2 5 . 4 2-----
F o l l o w - u p H d w y 3 . 5 1 8 3 . 3 1 8----
Pot Cap-1 Maneuver 559 881 0 - - 0
Stage 1 865 - 0 - - 0
Stage 2 754 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 559 881 ----
Mov Cap-2 Maneuver 559 -----
Stage 1 865 -----
Stage 2 754 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 14.3 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 559 881 -
HCM Lane V/C Ratio - 0.341 0.018 -
HCM Ctrl Dly (s/v) - 14.7 9.2 -
HCM Lane LOS - B A -
HCM 95th %tile Q(veh) - 1.5 0.1 -
HCM 7th TWSC
8: Ward Dr & Ekwill St 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 3
Intersection
Int Delay, s/veh 2.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 1 56 109 2 37 88
Future Vol, veh/h 1 56 109 2 37 88
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 4 4 4 4 4 4
Mvmt Flow 1 63 122 2 42 99
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 306 124 0 0 125 0
Stage 1 124 -----
Stage 2 182 -----
Critical Hdwy 6.44 6.24 - - 4.14 -
C r i t i c a l H d w y S t g 1 5 . 4 4-----
C r i t i c a l H d w y S t g 2 5 . 4 4-----
Follow-up Hdwy 3.536 3.336 - - 2.236 -
Pot Cap-1 Maneuver 682 922 - - 1450 -
Stage 1 897 -----
Stage 2 844 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 661 922 - - 1450 -
Mov Cap-2 Maneuver 661 -----
Stage 1 897 -----
Stage 2 819 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.2 0 2.24

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 922 533 -
HCM Lane V/C Ratio - - 0.069 0.029 -
HCM Ctrl Dly (s/v) - - 9.2 7.6 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0.1 -
HCM 7th TWSC
9: S Patterson Ave & Ekwill St 01/26/2026
Existing PM Synchro 12 Report
DKS Associates Page 4
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 1 1 3 0 30 2 128 0 11 76 0
Future Vol, veh/h 10 1 1 3 0 30 2 128 0 11 76 0
C o n f l i c t i n g P e d s , # / h r 000000003300
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80
H e a v y V e h i c l e s , % 777777777777
Mvmt Flow 13 1 1 4 0 38 3 160 0 14 95 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 288 291 95 291 291 163 95 0 0 163 0 0 Stage 1 123 123 - 168 168 -------
Stage 2 165 168 - 123 123 -------
Critical Hdwy 7.17 6.57 6.27 7.17 6.57 6.27 4.17 - - 4.17 - - C r i t i c a l H d w y S t g 1 6 . 1 7 5 . 5 7- 6 . 1 7 5 . 5 7------- C r i t i c a l H d w y S t g 2 6 . 1 7 5 . 5 7- 6 . 1 7 5 . 5 7------- Follow-up Hdwy 3.563 4.063 3.363 3.563 4.063 3.363 2.263 - - 2.263 - - Pot Cap-1 Maneuver 655 612 948 651 612 869 1468 - - 1386 - - Stage 1 870 785 - 822 750 -------
Stage 2 825 750 - 869 785 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 619 602 948 639 602 866 1468 - - 1382 - - Mov Cap-2 Maneuver 619 602 - 639 602 -------
Stage 1 861 777 - 818 747 -------
Stage 2 788 747 - 857 777 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.8 9.51 0.11 0.96

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 28 - - 636 839 228 - -
HCM Lane V/C Ratio 0.002 - - 0.024 0.049 0.01 - -
HCM Ctrl Dly (s/v) 7.5 0 - 10.8 9.5 7.6 0 -
HCM Lane LOS A A - BAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0 - -
HCM 7th Signalized Intersection Summary
4: Sumida Gardens Ln & Hollister Ave 02/09/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 410 45 20 790 25 10 5 5 55 5 65 Future Volume (veh/h) 25 410 45 20 790 25 10 5 5 55 5 65 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 0.96 0.99 0.99 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 Adj Flow Rate, veh/h 30 494 54 24 952 30 12 6 6 66 6 78 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 P e r c e n t H e a v y V e h , % 777777777777
Cap, veh/h 93 1357 148 77 1450 46 340 170 170 408 22 289 Arrive On Green 0.05 0.44 0.44 0.05 0.43 0.43 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1711 3089 336 1711 3372 106 1255 821 821 1337 108 1398 Grp Volume(v), veh/h 30 272 276 24 482 500 12 0 12 66 0 84 Grp Sat Flow(s),veh/h/ln 1711 1706 1719 1711 1706 1772 1255 0 1641 1337 0 1505 Q Serve(g_s), s 0.9 5.5 5.5 0.7 11.5 11.5 0.4 0.0 0.3 2.1 0.0 2.4 Cycle Q Clear(g_c), s 0.9 5.5 5.5 0.7 11.5 11.5 2.8 0.0 0.3 2.4 0.0 2.4 Prop In Lane 1.00 0.20 1.00 0.06 1.00 0.50 1.00 0.93
Lane Grp Cap(c), veh/h 93 750 755 77 734 762 340 0 339 408 0 311 V/C Ratio(X) 0.32 0.36 0.37 0.31 0.66 0.66 0.04 0.00 0.04 0.16 0.00 0.27 Avail Cap(c_a), veh/h 319 1313 1322 319 1313 1363 942 0 1126 1039 0 1021 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.4 9.6 9.6 23.8 11.6 11.6 18.3 0.0 16.3 17.3 0.0 17.2 Incr Delay (d2), s/veh 2.0 0.3 0.3 2.3 1.0 1.0 0.0 0.0 0.0 0.2 0.0 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.6 1.6 0.3 3.4 3.6 0.1 0.0 0.1 0.6 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.4 9.9 9.9 26.0 12.6 12.6 18.4 0.0 16.4 17.5 0.0 17.6 L n G r p L O S CAACBBB BB B
Approach Vol, veh/h 578 1006 24 150
Approach Delay, s/veh 10.7 12.9 17.4 17.6
A p p r o a c h L O S BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.7 7.7 28.0 15.7 8.2 27.5
Change Period (Y+Rc), s * 5.1 5.4 5.4 5.1 5.4 5.4
Max Green Setting (Gmax), s * 35 9.6 39.6 34.9 9.6 39.6 Max Q Clear Time (g_c+I1), s 4.8 2.7 7.5 4.4 2.9 13.5
Green Ext Time (p_c), s 0.1 0.0 3.3 0.7 0.0 6.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.7
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
5: S Patterson Ave & Hollister Ave 02/09/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 310 55 115 700 600 55 150 65 260 400 200 Future Volume (veh/h) 65 310 55 115 700 600 55 150 65 260 400 200 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 0.97 1.00 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 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 78 373 66 139 843 723 66 181 78 313 482 241 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 P e r c e n t H e a v y V e h , % 444444444444
Cap, veh/h 261 1314 230 164 836 674 130 480 198 371 534 265 Arrive On Green 0.08 0.44 0.44 0.09 0.46 0.46 0.07 0.20 0.20 0.11 0.24 0.24 Sat Flow, veh/h 3401 2964 519 1753 1816 1465 1753 2401 991 3401 2248 1117 Grp Volume(v), veh/h 78 218 221 139 810 756 66 130 129 313 374 349 Grp Sat Flow(s),veh/h/ln 1700 1749 1734 1753 1749 1532 1753 1749 1644 1700 1749 1617 Q Serve(g_s), s 2.9 10.8 11.0 10.6 62.6 62.6 4.9 8.7 9.3 12.3 28.2 28.5 Cycle Q Clear(g_c), s 2.9 10.8 11.0 10.6 62.6 62.6 4.9 8.7 9.3 12.3 28.2 28.5 Prop In Lane 1.00 0.30 1.00 0.96 1.00 0.60 1.00 0.69
Lane Grp Cap(c), veh/h 261 775 769 164 805 705 130 350 329 371 416 384 V/C Ratio(X) 0.30 0.28 0.29 0.85 1.01 1.07 0.51 0.37 0.39 0.84 0.90 0.91 Avail Cap(c_a), veh/h 290 775 769 253 805 705 262 454 426 497 449 415 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 59.4 24.1 24.2 60.7 36.7 36.7 60.6 47.0 47.3 59.5 50.3 50.4 Incr Delay (d2), s/veh 0.6 0.2 0.2 14.8 33.2 55.1 3.0 0.7 0.8 9.7 20.0 22.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 4.5 4.5 5.3 32.9 33.1 2.3 3.9 3.9 5.8 14.6 13.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 60.0 24.3 24.4 75.5 69.9 91.8 63.6 47.7 48.0 69.2 70.3 72.9 LnGrp LOS E C C E F F E D D E E E
Approach Vol, veh/h 517 1705 325 1036
Approach Delay, s/veh 29.7 80.1 51.1 70.8
Approach LOS C F D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.9 32.3 18.1 65.7 14.8 37.4 15.8 68.0 Change Period (Y+Rc), s 5.1 * 5.1 5.4 5.4 4.7 5.1 5.4 5.4 Max Green Setting (Gmax), s 19.9 * 35 19.6 54.6 20.3 34.9 11.6 62.6 Max Q Clear Time (g_c+I1), s 14.3 11.3 12.6 13.0 6.9 30.5 4.9 64.6 Green Ext Time (p_c), s 0.5 1.5 0.2 2.6 0.1 1.8 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 67.5
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: San Ricardo Dr/Lassen Dr & Hollister Ave 02/09/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 450 45 10 1060 5 130 5 5 10 5 275 Future Volume (veh/h) 55 450 45 10 1060 5 130 5 5 10 5 275 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 0.96 1.00 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 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 69 562 56 12 1325 6 162 6 6 12 6 344 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 P e r c e n t H e a v y V e h , % 555555555555
Cap, veh/h 131 1512 150 40 1502 7 270 10 7 51 18 491
Arrive On Green 0.08 0.48 0.48 0.02 0.42 0.42 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1739 3174 315 1739 3541 16 590 31 22 23 57 1528 Grp Volume(v), veh/h 69 306 312 12 649 682 174 0 0 362 0 0 Grp Sat Flow(s),veh/h/ln 1739 1735 1754 1739 1735 1822 643 0 0 1608 0 0 Q Serve(g_s), s 3.3 9.7 9.7 0.6 29.6 29.6 6.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.3 9.7 9.7 0.6 29.6 29.6 24.3 0.0 0.0 17.8 0.0 0.0 Prop In Lane 1.00 0.18 1.00 0.01 0.93 0.03 0.03 0.95
Lane Grp Cap(c), veh/h 131 826 836 40 736 773 288 0 0 560 0 0 V/C Ratio(X) 0.53 0.37 0.37 0.30 0.88 0.88 0.60 0.00 0.00 0.65 0.00 0.00 Avail Cap(c_a), veh/h 194 826 836 194 799 840 381 0 0 697 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 38.3 14.3 14.3 41.3 22.8 22.8 30.3 0.0 0.0 25.9 0.0 0.0 Incr Delay (d2), s/veh 3.3 0.3 0.3 4.0 10.7 10.3 2.0 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 3.5 3.5 0.3 13.0 13.5 3.6 0.0 0.0 6.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.5 14.6 14.6 45.3 33.5 33.0 32.3 0.0 0.0 27.4 0.0 0.0 L n G r p L O S DBBDCCC C
Approach Vol, veh/h 687 1343 174 362
Approach Delay, s/veh 17.3 33.3 32.3 27.4
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 32.2 7.4 46.3 32.2 11.9 41.9
Change Period (Y+Rc), s 4.6 5.4 5.4 4.6 5.4 5.4
Max Green Setting (Gmax), s 35.4 9.6 39.6 35.4 9.6 39.6 Max Q Clear Time (g_c+I1), s 26.3 2.6 11.7 19.8 5.3 31.6 Green Ext Time (p_c), s 0.8 0.0 3.7 2.3 0.0 4.9
Intersection Summary
HCM 7th Control Delay, s/veh 28.1
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
14: S Patterson Ave/N Patterson Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp02/09/2026 Future No Project AM Synchro 12 Report
DKS Associates 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 ) 1 7 55 4 4 00000 5 7 0 3 4 5 6 1 5 7 8 50 F u t u r e V o l u m e ( v e h / h ) 1 7 55 4 4 00000 5 7 0 3 4 5 6 1 5 7 8 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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 194 6 489 0 633 383 683 872 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 497 5 437 0 953 419 970 2151 0
Arrive On Green 0.28 0.28 0.28 0.00 0.27 0.27 0.57 1.00 0.00 Sat Flow, veh/h 1767 19 1556 0 3618 1549 3428 3618 0
Grp Volume(v), veh/h 194 0 495 0 633 383 683 872 0
Grp Sat Flow(s),veh/h/ln 1767 0 1575 0 1763 1549 1714 1763 0 Q Serve(g_s), s 8.0 0.0 25.3 0.0 14.4 21.6 12.9 0.0 0.0 Cycle Q Clear(g_c), s 8.0 0.0 25.3 0.0 14.4 21.6 12.9 0.0 0.0 Prop In Lane 1.00 0.99 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 497 0 443 0 953 419 970 2151 0
V/C Ratio(X) 0.39 0.00 1.12 0.00 0.66 0.91 0.70 0.41 0.00 Avail Cap(c_a), veh/h 497 0 443 0 975 429 970 2151 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.93 0.93 0.61 0.61 0.00 Uniform Delay (d), s/veh 26.1 0.0 32.4 0.0 29.2 31.8 16.8 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 78.9 0.0 3.4 25.6 1.4 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 3.4 0.0 19.0 0.0 6.3 10.7 3.7 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.6 0.0 111.2 0.0 32.6 57.4 18.2 0.3 0.0 LnGrp LOS C F C E B A
Approach Vol, veh/h 689 1016 1555
Approach Delay, s/veh 87.4 42.0 8.2
Approach LOS F D A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 30.6 29.4 30.0 60.0
Change Period (Y+Rc), s 5.1 5.1 4.7 5.1
Max Green Setting (Gmax), s 24.9 24.9 25.3 54.9
Max Q Clear Time (g_c+I1), s 14.9 23.6 27.3 2.0
Green Ext Time (p_c), s 2.0 0.8 0.0 7.3
Intersection Summary
HCM 7th Control Delay, s/veh 35.5
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
15: N Patterson Ave & US-101 NB On-Ramp/US-101 NB Off-Ramp 02/09/2026 Future No Project AM Synchro 12 Report
DKS Associates Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 445 20 360 290 455 0 0 955 465 Future Volume (veh/h) 0 0 0 445 20 360 290 455 0 0 955 465 I n i t i a l Q ( Q b ) , v e h 000000000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 627 0 274 322 506 0 0 1061 517
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 , % 333330033
Cap, veh/h 767 0 341 602 2376 0 0 1401 435
Arrive On Green 0.22 0.00 0.22 0.68 1.00 0.00 0.00 0.28 0.28 Sat Flow, veh/h 3534 0 1572 1767 3618 0 0 5233 1572
Grp Volume(v), veh/h 627 0 274 322 506 0 0 1061 517
Grp Sat Flow(s),veh/h/ln 1767 0 1572 1767 1763 0 0 1689 1572 Q Serve(g_s), s 15.2 0.0 14.9 8.2 0.0 0.0 0.0 17.2 24.9 Cycle Q Clear(g_c), s 15.2 0.0 14.9 8.2 0.0 0.0 0.0 17.2 24.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 767 0 341 602 2376 0 0 1401 435
V/C Ratio(X) 0.82 0.00 0.80 0.53 0.21 0.00 0.00 0.76 1.19 Avail Cap(c_a), veh/h 994 0 442 602 2376 0 0 1401 435
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.73 0.73 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 0.0 33.4 10.8 0.0 0.0 0.0 29.8 32.5 Incr Delay (d2), s/veh 4.2 0.0 8.0 0.7 0.1 0.0 0.0 3.9 105.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 0.0 6.3 2.4 0.0 0.0 0.0 7.2 21.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.7 0.0 41.4 11.4 0.1 0.0 0.0 33.6 138.2 LnGrp LOS D D B A C F
Approach Vol, veh/h 901 828 1578
Approach Delay, s/veh 38.8 4.5 67.9
Approach LOS D A E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 65.8 35.8 30.0 24.2
Change Period (Y+Rc), s 5.1 5.1 5.1 4.7
Max Green Setting (Gmax), s 54.9 24.9 24.9 25.3
Max Q Clear Time (g_c+I1), s 2.0 10.2 26.9 17.2
Green Ext Time (p_c), s 3.7 0.8 0.0 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 44.1
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
16: S Fairview Ave & Hollister Ave 02/09/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 225 300 105 60 400 255 105 165 45 365 385 565 Future Volume (veh/h) 225 300 105 60 400 255 105 165 45 365 385 565 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 1.00 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 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 250 333 117 67 444 283 117 183 50 406 428 628 Peak Hour Factor 0.90 0.90 0.90 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 , % 888888888888
Cap, veh/h 346 883 385 139 765 552 188 850 225 477 1208 685 Arrive On Green 0.11 0.26 0.26 0.08 0.23 0.23 0.11 0.32 0.32 0.14 0.36 0.36 Sat Flow, veh/h 3291 3385 1476 1697 3385 1472 1697 2633 698 3291 3385 1474 Grp Volume(v), veh/h 250 333 117 67 444 283 117 116 117 406 428 628 Grp Sat Flow(s),veh/h/ln 1646 1692 1476 1697 1692 1472 1697 1692 1639 1646 1692 1474 Q Serve(g_s), s 7.7 8.4 6.7 3.9 12.2 15.6 6.9 5.2 5.5 12.6 9.7 37.3 Cycle Q Clear(g_c), s 7.7 8.4 6.7 3.9 12.2 15.6 6.9 5.2 5.5 12.6 9.7 37.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 346 883 385 139 765 552 188 547 529 477 1208 685 V/C Ratio(X) 0.72 0.38 0.30 0.48 0.58 0.51 0.62 0.21 0.22 0.85 0.35 0.92 Avail Cap(c_a), veh/h 447 1107 483 250 1146 717 216 547 529 576 1208 685 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 45.3 31.7 31.0 45.9 36.0 25.6 44.4 25.7 25.8 43.6 24.7 26.3 Incr Delay (d2), s/veh 4.0 0.3 0.4 2.6 0.7 0.7 4.3 0.2 0.2 10.1 0.2 17.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 3.3 2.4 1.8 5.1 5.6 3.1 2.1 2.2 5.7 3.9 17.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.3 31.9 31.5 48.4 36.7 26.3 48.7 25.9 26.0 53.7 24.9 43.6 L n G r p L O S DCCDDCDCCDCD
Approach Vol, veh/h 700 794 350 1462
Approach Delay, s/veh 38.1 34.0 33.6 40.9
A p p r o a c h L O S DCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.8 38.5 13.2 33.1 16.3 42.0 16.8 29.4 Change Period (Y+Rc), s 4.7 4.7 4.6 5.8 4.7 4.7 5.8 * 5.8 Max Green Setting (Gmax), s 18.3 32.3 15.4 34.2 13.3 37.3 14.2 * 35 Max Q Clear Time (g_c+I1), s 14.6 7.5 5.9 10.4 8.9 39.3 9.7 17.6 Green Ext Time (p_c), s 0.6 1.3 0.1 2.3 0.1 0.0 0.3 4.0 Intersection Summary
HCM 7th Control Delay, s/veh 37.9
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: N Fairview Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp 02/09/2026 Future No Project AM Synchro 12 Report
DKS Associates Page 7
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 2 55 3 0 50000 4 8 0 4 5 5 4 4 5 1165 0 F u t u r e V o l u m e ( v e h / h ) 1 2 55 3 0 50000 4 8 0 4 5 5 4 4 5 1165 0 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 0 1811 1811 1811 1811 0 Adj Flow Rate, veh/h 129 5 314 0 495 469 459 1201 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 , % 666 066660
Cap, veh/h 404 16 372 0 1234 539 588 2094 0
Arrive On Green 0.24 0.24 0.24 0.00 0.36 0.36 0.18 0.61 0.00 Sat Flow, veh/h 1663 64 1535 0 3532 1504 3346 3532 0
Grp Volume(v), veh/h 134 0 314 0 495 469 459 1201 0
Grp Sat Flow(s),veh/h/ln 1728 0 1535 0 1721 1504 1673 1721 0 Q Serve(g_s), s 4.0 0.0 12.3 0.0 6.8 18.4 8.3 13.3 0.0
Cycle Q Clear(g_c), s 4.0 0.0 12.3 0.0 6.8 18.4 8.3 13.3 0.0 Prop In Lane 0.96 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 419 0 372 0 1234 539 588 2094 0
V/C Ratio(X) 0.32 0.00 0.84 0.00 0.40 0.87 0.78 0.57 0.00 Avail Cap(c_a), veh/h 555 0 493 0 1378 602 810 2467 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 19.7 0.0 22.8 0.0 15.2 18.9 24.9 7.4 0.0 Incr Delay (d2), s/veh 0.4 0.0 9.8 0.0 0.2 12.1 3.4 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 5.1 0.0 2.5 7.5 3.4 3.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.1 0.0 32.6 0.0 15.4 30.9 28.3 7.7 0.0 LnGrp LOS C C B C C A
Approach Vol, veh/h 448 964 1660
Approach Delay, s/veh 28.9 23.0 13.4
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.8 27.4 20.0 43.2
Change Period (Y+Rc), s 4.7 4.7 4.7 4.7
Max Green Setting (Gmax), s 15.3 25.3 20.3 45.3
Max Q Clear Time (g_c+I1), s 10.3 20.4 14.3 15.3
Green Ext Time (p_c), s 0.8 2.3 1.0 10.9
Intersection Summary
HCM 7th Control Delay, s/veh 18.6
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
18: US-101 NB On-Ramp & N Fairview Ave & US-101 NB Off-Ramp 02/09/2026 Future No Project AM Synchro 12 Report
DKS Associates Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 0 135 0 660 555 0 0 0 0 130 950 Future Volume (veh/h) 470 0 135 0 660 555 0 0 0 0 130 950 I n i t i a l Q ( Q b ) , v e h 000000 000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 0 1826 0 1826 1826 0 1826 1826 A d j F l o w R a t e , v e h / h 4 9 5000 6 9 5 5 8 4 0 1 3 70 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 , % 505055 055
Cap, veh/h 736 0 0 983 833 0 0
Arrive On Green 0.22 0.00 0.00 0.00 0.54 0.54 0.00 0.00 0.00 Sat Flow, veh/h 3374 495 0 1826 1547 0
Grp Volume(v), veh/h 495 14.9 0 695 584 0.0
Grp Sat Flow(s),veh/h/ln 1687 B 0 1826 1547
Q Serve(g_s), s 5.2 0.0 11.0 10.8
Cycle Q Clear(g_c), s 5.2 0.0 11.0 10.8
Prop In Lane 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 736 0 983 833
V/C Ratio(X) 0.67 0.00 0.71 0.70
Avail Cap(c_a), veh/h 1337 0 1670 1415
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 13.8 0.0 6.6 6.6
Incr Delay (d2), s/veh 1.1 0.0 0.9 1.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.0 2.6 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.9 0.0 7.6 7.7
LnGrp LOS B A A
Approach Vol, veh/h 1279
Approach Delay, s/veh 7.6
Approach LOS A
Timer - Assigned Phs 7 8
Phs Duration (G+Y+Rc), s 13.1 25.5
Change Period (Y+Rc), s 4.7 4.7
Max Green Setting (Gmax), s 15.3 35.3
Max Q Clear Time (g_c+I1), s 7.2 13.0
Green Ext Time (p_c), s 1.2 7.8
Intersection Summary
HCM 7th Control Delay, s/veh 9.7
HCM 7th LOS A
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th TWSC
3: Hollister Ave & St Josephs St 01/26/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 1
Intersection
Int Delay, s/veh 1.2
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 55 475 850 15 5 45
Future Vol, veh/h 10 55 475 850 15 5 45
Conflicting Peds, #/hr 0 10 0 0 10 1 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 140 - - - 0 -
Veh in Median Storage, # - - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 96 83 83 83 83 83 83
Heavy Vehicles, % 3 6 6 6 6 6 6
Mvmt Flow 10 66 572 1024 18 6 54
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1042 1052 0 - 0 1484 531
Stage 1 - ---- 1043 -
Stage 2 - ---- 4 4 1-
Critical Hdwy 6.46 4.22 - - - 6.92 7.02
C r i t i c a l H d w y S t g 1 ----- 5 . 9 2-
C r i t i c a l H d w y S t g 2 ----- 5 . 9 2-
Follow-up Hdwy 2.53 2.26 - - - 3.56 3.36
Pot Cap-1 Maneuver 309 634 - - - 111 482
Stage 1 - ---- 2 9 2-
Stage 2 - ---- 6 0 5-
Platoon blocked, % - - -
Mov Cap-1 Maneuver 534 534 - - - 94 478
Mov Cap-2 Maneuver - ---- 9 4-
Stage 1 - ---- 2 4 7-
Stage 2 - ---- 6 0 4-
Approach EB WB SB
HCM Ctrl Dly, s/v 1.52 0 17.87

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 534 - - - 340
HCM Lane V/C Ratio 0.144 - - - 0.177
HCM Ctrl Dly (s/v) 12.9 - - - 17.9
HCM Lane LOS B - - - C
HCM 95th %tile Q(veh) 0.5 - - - 0.6
HCM 7th TWSC
7: Ward Dr & CA-217 NB Off-Ramp 01/26/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 2
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 70 20 0 150 225 0
Future Vol, veh/h 70 20 0 150 225 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 300 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, % 7 7 7 7 7 7
Mvmt Flow 85 24 0 183 274 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 457 274 - 0 - 0
Stage 1 274 -----
Stage 2 183 -----
C r i t i c a l H d w y 6 . 4 7 6 . 2 7----
C r i t i c a l H d w y S t g 1 5 . 4 7-----
C r i t i c a l H d w y S t g 2 5 . 4 7-----
F o l l o w - u p H d w y 3 . 5 6 3 3 . 3 6 3----
Pot Cap-1 Maneuver 552 752 0 - - 0
Stage 1 760 - 0 - - 0
Stage 2 837 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 552 752 ----
Mov Cap-2 Maneuver 552 -----
Stage 1 760 -----
Stage 2 837 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 12.09 0 0

HCM LOS B
Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 552 752 -
HCM Lane V/C Ratio - 0.155 0.032 -
HCM Ctrl Dly (s/v) - 12.7 9.9 -
HCM Lane LOS - B A -
HCM 95th %tile Q(veh) - 0.5 0.1 -
HCM 7th TWSC
8: Ward Dr & Ekwill St 01/26/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 3
Intersection
Int Delay, s/veh 1.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 15 85 5 30 80
Future Vol, veh/h 5 15 85 5 30 80
Conflicting Peds, #/hr 0 0 0 1 1 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 5 5 5 5 5 5
Mvmt Flow 6 17 96 6 34 90
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 257 99 0 0 102 0
Stage 1 99 -----
Stage 2 157 -----
Critical Hdwy 6.45 6.25 - - 4.15 -
C r i t i c a l H d w y S t g 1 5 . 4 5-----
C r i t i c a l H d w y S t g 2 5 . 4 5-----
Follow-up Hdwy 3.545 3.345 - - 2.245 -
Pot Cap-1 Maneuver 726 948 - - 1471 -
Stage 1 917 -----
Stage 2 864 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 707 947 - - 1470 -
Mov Cap-2 Maneuver 707 -----
Stage 1 916 -----
Stage 2 843 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.07 0 2.05

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 908 491 -
HCM Lane V/C Ratio - - 0.025 0.023 -
HCM Ctrl Dly (s/v) - - 9.1 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1 -
HCM 7th TWSC
9: S Patterson Ave & Ekwill St 01/26/2026
Future No Project AM Synchro 12 Report
DKS Associates Page 4
Intersection
Int Delay, s/veh 3.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 0 5 5 0 30 5 100 5 70 65 15
Future Vol, veh/h 5 0 5 5 0 30 5 100 5 70 65 15
C o n f l i c t i n g P e d s , # / h r 000000102201
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
H e a v y V e h i c l e s , % 1 71 71 71 71 71 71 71 71 71 71 71 7 Mvmt Flow 6 0 6 6 0 34 6 115 6 80 75 17
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 372 379 84 367 385 120 93 0 0 123 0 0 Stage 1 245 245 - 131 131 -------
Stage 2 126 134 - 236 254 -------
Critical Hdwy 7.27 6.67 6.37 7.27 6.67 6.37 4.27 - - 4.27 - - C r i t i c a l H d w y S t g 1 6 . 2 7 5 . 6 7- 6 . 2 7 5 . 6 7------- C r i t i c a l H d w y S t g 2 6 . 2 7 5 . 6 7- 6 . 2 7 5 . 6 7------- Follow-up Hdwy 3.653 4.153 3.453 3.653 4.153 3.453 2.353 - - 2.353 - - Pot Cap-1 Maneuver 558 530 935 563 526 893 1412 - - 1377 - - Stage 1 726 676 - 837 760 -------
Stage 2 843 757 - 735 670 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 501 494 934 521 490 891 1411 - - 1374 - - Mov Cap-2 Maneuver 501 494 - 521 490 -------
Stage 1 681 634 - 832 755 -------
Stage 2 806 753 - 685 628 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 10.62 9.68 0.34 3.63

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 81 - - 652 809 810 - -
HCM Lane V/C Ratio 0.004 - - 0.018 0.05 0.059 - -
HCM Ctrl Dly (s/v) 7.6 0 - 10.6 9.7 7.8 0 -
HCM Lane LOS A A - BAAA -
HCM 95th %tile Q(veh) 0 - - 0.1 0.2 0.2 - -
HCM 7th Signalized Intersection Summary
4: Sumida Gardens Ln & Hollister Ave 02/09/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 990 10 5 590 50 45 5 30 45 5 60 Future Volume (veh/h) 35 990 10 5 590 50 45 5 30 45 5 60 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 0.95 1.00 0.95 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 38 1065 11 5 634 54 48 5 32 48 5 65 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 116 1634 17 19 1317 112 371 44 284 403 23 298 Arrive On Green 0.07 0.46 0.46 0.01 0.40 0.40 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1767 3573 37 1767 3274 278 1315 213 1366 1355 110 1435 Grp Volume(v), veh/h 38 525 551 5 341 347 48 0 37 48 0 70 Grp Sat Flow(s),veh/h/ln 1767 1763 1847 1767 1763 1790 1315 0 1580 1355 0 1545 Q Serve(g_s), s 1.0 11.3 11.3 0.1 7.0 7.1 1.5 0.0 0.9 1.5 0.0 1.8 Cycle Q Clear(g_c), s 1.0 11.3 11.3 0.1 7.0 7.1 3.4 0.0 0.9 2.4 0.0 1.8 Prop In Lane 1.00 0.02 1.00 0.16 1.00 0.86 1.00 0.93
Lane Grp Cap(c), veh/h 116 806 845 19 709 720 371 0 329 403 0 321 V/C Ratio(X) 0.33 0.65 0.65 0.26 0.48 0.48 0.13 0.00 0.11 0.12 0.00 0.22 Avail Cap(c_a), veh/h 525 1960 2054 525 1960 1990 1043 0 1135 1084 0 1098 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.9 10.3 10.3 24.1 10.9 10.9 17.5 0.0 15.8 16.7 0.0 16.1 Incr Delay (d2), s/veh 1.6 0.9 0.9 7.2 0.5 0.5 0.2 0.0 0.2 0.1 0.0 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 0.4 3.2 3.4 0.1 2.1 2.2 0.4 0.0 0.3 0.4 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.5 11.2 11.2 31.3 11.4 11.4 17.7 0.0 15.9 16.9 0.0 16.5 L n G r p L O S CBBCBBB BB B
Approach Vol, veh/h 1114 693 85 118
Approach Delay, s/veh 11.6 11.5 16.9 16.6
A p p r o a c h L O S BBBB
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.3 5.9 27.9 15.3 8.6 25.2
Change Period (Y+Rc), s * 5.1 5.4 5.4 5.1 5.4 5.4
Max Green Setting (Gmax), s * 35 14.6 54.6 34.9 14.6 54.6 Max Q Clear Time (g_c+I1), s 5.4 2.1 13.3 4.4 3.0 9.1
Green Ext Time (p_c), s 0.3 0.0 8.1 0.6 0.0 4.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.1
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
5: S Patterson Ave & Hollister Ave 02/09/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 980 35 45 420 365 70 305 145 610 125 130 Future Volume (veh/h) 235 980 35 45 420 365 70 305 145 610 125 130 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 0.97 1.00 0.98 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 247 1032 37 47 442 384 74 321 153 642 132 137 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 , % 222222222222
Cap, veh/h 326 1207 43 131 579 501 153 435 202 738 565 491 Arrive On Green 0.09 0.35 0.35 0.07 0.32 0.32 0.09 0.19 0.19 0.21 0.32 0.32 Sat Flow, veh/h 3456 3495 125 1781 1782 1542 1781 2333 1085 3456 1777 1544 Grp Volume(v), veh/h 247 525 544 47 441 385 74 243 231 642 132 137 Grp Sat Flow(s),veh/h/ln 1728 1777 1843 1781 1777 1546 1781 1777 1641 1728 1777 1544 Q Serve(g_s), s 8.1 31.9 31.9 2.9 25.9 26.1 4.6 15.0 15.6 20.9 6.4 7.7 Cycle Q Clear(g_c), s 8.1 31.9 31.9 2.9 25.9 26.1 4.6 15.0 15.6 20.9 6.4 7.7 Prop In Lane 1.00 0.07 1.00 1.00 1.00 0.66 1.00 1.00
Lane Grp Cap(c), veh/h 326 614 637 131 577 502 153 332 306 738 565 491 V/C Ratio(X) 0.76 0.85 0.85 0.36 0.76 0.77 0.48 0.73 0.76 0.87 0.23 0.28 Avail Cap(c_a), veh/h 404 787 817 193 772 672 311 462 427 1036 685 595 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.4 35.4 35.4 51.3 35.3 35.3 50.8 44.6 44.8 44.2 29.3 29.7 Incr Delay (d2), s/veh 6.3 7.4 7.1 1.6 3.2 3.8 2.4 3.7 4.9 6.0 0.2 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 3.7 14.5 15.0 1.3 11.3 10.0 2.2 6.9 6.7 9.4 2.7 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 57.8 42.8 42.5 52.9 38.5 39.1 53.1 48.2 49.7 50.2 29.5 30.0 L n G r p L O S EDDDDDDDDDCC
Approach Vol, veh/h 1316 873 548 911
Approach Delay, s/veh 45.5 39.5 49.5 44.1
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.0 26.8 14.0 45.6 14.7 42.1 16.4 43.2 Change Period (Y+Rc), s 5.1 * 5.1 5.4 5.4 4.7 5.1 5.4 5.4 Max Green Setting (Gmax), s 34.9 * 30 12.6 51.6 20.3 44.9 13.6 50.6 Max Q Clear Time (g_c+I1), s 22.9 17.6 4.9 33.9 6.6 9.7 10.1 28.1 Green Ext Time (p_c), s 2.0 2.4 0.0 6.3 0.1 1.7 0.3 5.3 Intersection Summary
HCM 7th Control Delay, s/veh 44.3
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: San Ricardo Dr/Lassen Dr & Hollister Ave 02/09/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 1465 110 30 535 15 50 5 20 10 5 175 Future Volume (veh/h) 190 1465 110 30 535 15 50 5 20 10 5 175 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 0.97 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 196 1510 113 31 552 15 52 5 21 10 5 180 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 , % 222222222222
Cap, veh/h 241 1941 144 90 1748 47 197 28 54 56 15 245
Arrive On Green 0.14 0.58 0.58 0.05 0.49 0.49 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 3346 249 1781 3531 96 707 170 323 35 87 1466 Grp Volume(v), veh/h 196 797 826 31 277 290 78 0 0 195 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1818 1781 1777 1850 1200 0 0 1588 0 0 Q Serve(g_s), s 8.1 26.0 26.6 1.3 7.1 7.1 0.0 0.0 0.0 1.6 0.0 0.0 Cycle Q Clear(g_c), s 8.1 26.0 26.6 1.3 7.1 7.1 4.3 0.0 0.0 8.8 0.0 0.0 Prop In Lane 1.00 0.14 1.00 0.05 0.67 0.27 0.05 0.92
Lane Grp Cap(c), veh/h 241 1031 1054 90 880 916 279 0 0 315 0 0 V/C Ratio(X) 0.81 0.77 0.78 0.34 0.32 0.32 0.28 0.00 0.00 0.62 0.00 0.00 Avail Cap(c_a), veh/h 459 1508 1543 225 1275 1327 583 0 0 681 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.0 12.2 12.3 34.9 11.5 11.5 28.0 0.0 0.0 30.1 0.0 0.0 Incr Delay (d2), s/veh 6.5 1.5 1.6 2.3 0.2 0.2 0.5 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.7 8.4 8.9 0.6 2.5 2.6 1.3 0.0 0.0 3.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.4 13.7 14.0 37.2 11.7 11.7 28.5 0.0 0.0 32.0 0.0 0.0 LnGrp LOS D B B D B B C C
Approach Vol, veh/h 1819 598 78 195
Approach Delay, s/veh 16.5 13.0 28.5 32.0
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 17.3 9.2 49.5 17.3 15.7 43.1
Change Period (Y+Rc), s 4.6 5.4 5.4 4.6 5.4 5.4
Max Green Setting (Gmax), s 30.4 9.6 64.6 30.4 19.6 54.6 Max Q Clear Time (g_c+I1), s 6.3 3.3 28.6 10.8 10.1 9.1 Green Ext Time (p_c), s 0.4 0.0 15.5 1.2 0.3 3.5
Intersection Summary
HCM 7th Control Delay, s/veh 17.2
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
14: S Patterson Ave/N Patterson Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp02/09/2026 Future No Project PM Synchro 12 Report
DKS Associates 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 ) 4 2 05 4 1 50000 8 6 5 4 7 0 4 9 0 5 2 50 F u t u r e V o l u m e ( v e h / h ) 4 2 05 4 1 50000 8 6 5 4 7 0 4 9 0 5 2 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1885 1885 1885 1885 0 Adj Flow Rate, veh/h 442 5 437 0 911 495 516 553 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 , % 111 011110
Cap, veh/h 553 6 487 0 1071 470 793 2089 0
Arrive On Green 0.31 0.31 0.31 0.00 0.30 0.30 0.46 1.00 0.00 Sat Flow, veh/h 1795 18 1582 0 3676 1572 3483 3676 0
Grp Volume(v), veh/h 442 0 442 0 911 495 516 553 0
Grp Sat Flow(s),veh/h/ln 1795 0 1600 0 1791 1572 1742 1791 0 Q Serve(g_s), s 20.3 0.0 23.8 0.0 21.5 26.9 10.3 0.0 0.0 Cycle Q Clear(g_c), s 20.3 0.0 23.8 0.0 21.5 26.9 10.3 0.0 0.0 Prop In Lane 1.00 0.99 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 553 0 493 0 1071 470 793 2089 0
V/C Ratio(X) 0.80 0.00 0.90 0.00 0.85 1.05 0.65 0.26 0.00 Avail Cap(c_a), veh/h 604 0 539 0 1071 470 793 2089 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.62 0.62 0.78 0.78 0.00 Uniform Delay (d), s/veh 28.6 0.0 29.8 0.0 29.7 31.5 21.7 0.0 0.0 Incr Delay (d2), s/veh 7.0 0.0 16.8 0.0 5.5 47.6 1.5 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 0.0 11.1 0.0 9.6 15.9 3.5 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.6 0.0 46.6 0.0 35.2 79.1 23.2 0.2 0.0 LnGrp LOS D D D F C A
Approach Vol, veh/h 884 1406 1069
Approach Delay, s/veh 41.1 50.6 11.3
Approach LOS D D B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 25.6 32.0 32.4 57.6
Change Period (Y+Rc), s 5.1 5.1 4.7 5.1
Max Green Setting (Gmax), s 17.9 26.9 30.3 49.9
Max Q Clear Time (g_c+I1), s 12.3 28.9 25.8 2.0
Green Ext Time (p_c), s 1.0 0.0 1.9 4.1
Intersection Summary
HCM 7th Control Delay, s/veh 35.6
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
15: N Patterson Ave & US-101 NB On-Ramp/US-101 NB Off-Ramp 02/09/2026 Future No Project PM Synchro 12 Report
DKS Associates Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 250 15 570 345 940 0 0 765 320 Future Volume (veh/h) 0 0 0 250 15 570 345 940 0 0 765 320 I n i t i a l Q ( Q b ) , v e h 000000000
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 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 183 0 706 367 1000 0 0 814 340
Peak Hour Factor 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 , % 111110011
Cap, veh/h 405 0 721 634 2384 0 0 1315 403
Arrive On Green 0.23 0.00 0.23 0.71 1.00 0.00 0.00 0.26 0.26 Sat Flow, veh/h 1795 0 3195 1795 3676 0 0 5316 1577
Grp Volume(v), veh/h 183 0 706 367 1000 0 0 814 340
Grp Sat Flow(s),veh/h/ln 1795 0 1598 1795 1791 0 0 1716 1577 Q Serve(g_s), s 7.9 0.0 19.8 9.1 0.0 0.0 0.0 12.6 18.4
Cycle Q Clear(g_c), s 7.9 0.0 19.8 9.1 0.0 0.0 0.0 12.6 18.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 405 0 721 634 2384 0 0 1315 403
V/C Ratio(X) 0.45 0.00 0.98 0.58 0.42 0.00 0.00 0.62 0.84 Avail Cap(c_a), veh/h 405 0 721 634 2384 0 0 1424 436
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.58 0.58 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 0.0 34.6 9.9 0.0 0.0 0.0 29.6 31.8 Incr Delay (d2), s/veh 0.8 0.0 28.4 0.8 0.3 0.0 0.0 2.2 19.0 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 3.4 0.0 10.3 2.5 0.1 0.0 0.0 5.3 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.8 0.0 63.0 10.6 0.3 0.0 0.0 31.8 50.8 LnGrp LOS C E B A C D
Approach Vol, veh/h 889 1367 1154
Approach Delay, s/veh 56.4 3.1 37.4
Approach LOS E A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 65.0 36.9 28.1 25.0
Change Period (Y+Rc), s 5.1 5.1 5.1 4.7
Max Green Setting (Gmax), s 59.9 29.9 24.9 20.3
Max Q Clear Time (g_c+I1), s 2.0 11.1 20.4 21.8
Green Ext Time (p_c), s 9.0 1.0 2.6 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 28.6
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
16: S Fairview Ave & Hollister Ave 02/09/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 405 630 145 75 520 545 165 505 110 405 210 230 Future Volume (veh/h) 405 630 145 75 520 545 165 505 110 405 210 230 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 0.96 1.00 0.96 1.00 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 435 677 156 81 559 586 177 543 118 435 226 247 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 508 1317 568 137 1032 680 207 670 145 519 945 639 Arrive On Green 0.15 0.37 0.37 0.08 0.29 0.29 0.12 0.23 0.23 0.15 0.27 0.27 Sat Flow, veh/h 3428 3526 1521 1767 3526 1511 1767 2861 619 3428 3526 1516 Grp Volume(v), veh/h 435 677 156 81 559 586 177 334 327 435 226 247 Grp Sat Flow(s),veh/h/ln 1714 1763 1521 1767 1763 1511 1767 1763 1717 1714 1763 1516 Q Serve(g_s), s 15.0 18.0 8.7 5.4 16.1 35.4 11.9 21.6 21.8 14.9 6.1 13.7 Cycle Q Clear(g_c), s 15.0 18.0 8.7 5.4 16.1 35.4 11.9 21.6 21.8 14.9 6.1 13.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.36 1.00 1.00
Lane Grp Cap(c), veh/h 508 1317 568 137 1032 680 207 413 402 519 945 639 V/C Ratio(X) 0.86 0.51 0.27 0.59 0.54 0.86 0.85 0.81 0.81 0.84 0.24 0.39 Avail Cap(c_a), veh/h 686 1317 568 225 1032 680 370 573 558 887 1321 801 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 50.3 29.4 26.4 54.0 35.9 30.5 52.3 43.7 43.8 49.9 34.6 24.6 Incr Delay (d2), s/veh 8.0 0.3 0.3 4.1 0.6 11.0 9.5 5.9 6.4 3.7 0.1 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 6.8 7.4 3.2 2.6 7.1 17.4 5.8 10.1 9.9 6.7 2.6 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 58.3 29.7 26.7 58.0 36.5 41.5 61.9 49.6 50.2 53.6 34.7 25.0 L n G r p L O S ECCEDDEDDDCC
Approach Vol, veh/h 1268 1226 838 908
Approach Delay, s/veh 39.2 40.3 52.5 41.1
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.0 33.0 13.9 51.0 18.9 37.1 23.7 41.2 Change Period (Y+Rc), s 4.7 4.7 4.6 5.8 4.7 4.7 5.8 * 5.8 Max Green Setting (Gmax), s 31.3 39.3 15.4 44.2 25.3 45.3 24.2 * 35 Max Q Clear Time (g_c+I1), s 16.9 23.8 7.4 20.0 13.9 15.7 17.0 37.4 Green Ext Time (p_c), s 1.4 3.7 0.1 4.9 0.3 2.4 0.9 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 42.5
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: N Fairview Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp 02/09/2026 Future No Project PM Synchro 12 Report
DKS Associates Page 7
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 8 0 1 5 2 4 00000 7 2 0 1095 290 815 0 F u t u r e V o l u m e ( v e h / h ) 1 8 0 1 5 2 4 00000 7 2 0 1095 290 815 0 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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 189 16 253 0 758 1153 305 858 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 , % 222 022220
Cap, veh/h 208 18 200 0 2200 967 380 2762 0
Arrive On Green 0.13 0.13 0.13 0.00 0.62 0.62 0.11 0.78 0.00 Sat Flow, veh/h 1648 140 1585 0 3647 1562 3456 3647 0
Grp Volume(v), veh/h 205 0 253 0 758 1153 305 858 0
Grp Sat Flow(s),veh/h/ln 1788 0 1585 0 1777 1562 1728 1777 0 Q Serve(g_s), s 11.0 0.0 12.3 0.0 10.1 60.3 8.4 6.9 0.0 Cycle Q Clear(g_c), s 11.0 0.0 12.3 0.0 10.1 60.3 8.4 6.9 0.0 Prop In Lane 0.92 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 226 0 200 0 2200 967 380 2762 0
V/C Ratio(X) 0.91 0.00 1.26 0.00 0.34 1.19 0.80 0.31 0.00 Avail Cap(c_a), veh/h 226 0 200 0 2200 967 472 2857 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 42.0 0.0 42.6 0.0 9.0 18.6 42.3 3.2 0.0 Incr Delay (d2), s/veh 36.0 0.0 152.4 0.0 0.1 96.9 7.9 0.1 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 7.1 0.0 13.2 0.0 3.6 44.9 4.0 1.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 78.0 0.0 194.9 0.0 9.1 115.4 50.2 3.2 0.0 LnGrp LOS E F A F D A
Approach Vol, veh/h 458 1911 1163
Approach Delay, s/veh 142.6 73.2 15.6
Approach LOS F E B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.4 65.0 17.0 80.4
Change Period (Y+Rc), s 4.7 4.7 4.7 4.7
Max Green Setting (Gmax), s 13.3 60.3 12.3 78.3
Max Q Clear Time (g_c+I1), s 10.4 62.3 14.3 8.9
Green Ext Time (p_c), s 0.3 0.0 0.0 7.7
Intersection Summary
HCM 7th Control Delay, s/veh 63.2
HCM 7th LOS E
HCM 7th Signalized Intersection Summary
18: US-101 NB On-Ramp & N Fairview Ave & US-101 NB Off-Ramp 02/09/2026 Future No Project PM Synchro 12 Report
DKS Associates Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 590 0 310 0 430 470 0 0 0 0 265 675 Future Volume (veh/h) 590 0 310 0 430 470 0 0 0 0 265 675 I n i t i a l Q ( Q b ) , v e h 000000 000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 A d j F l o w R a t e , v e h / h 6 4 8000 4 7 3 5 1 6 0 2 9 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 303033 033
Cap, veh/h 972 0 0 858 727 0 0
Arrive On Green 0.28 0.00 0.00 0.00 0.46 0.46 0.00 0.00 0.00 Sat Flow, veh/h 3428 648 0 1856 1572 0
Grp Volume(v), veh/h 648 12.5 0 473 516 0.0
Grp Sat Flow(s),veh/h/ln 1714 B 0 1856 1572
Q Serve(g_s), s 6.2 0.0 6.8 9.7
Cycle Q Clear(g_c), s 6.2 0.0 6.8 9.7
Prop In Lane 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 972 0 858 727
V/C Ratio(X) 0.67 0.00 0.55 0.71
Avail Cap(c_a), veh/h 2344 0 1820 1543
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 11.7 0.0 7.2 8.0
Incr Delay (d2), s/veh 0.8 0.0 0.6 1.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.0 1.8 2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.5 0.0 7.7 9.3
LnGrp LOS B A A
Approach Vol, veh/h 989
Approach Delay, s/veh 8.5
Approach LOS A
Timer - Assigned Phs 7 8
Phs Duration (G+Y+Rc), s 15.2 21.8
Change Period (Y+Rc), s 4.7 4.7
Max Green Setting (Gmax), s 25.3 36.3
Max Q Clear Time (g_c+I1), s 8.2 11.7
Green Ext Time (p_c), s 2.3 5.4
Intersection Summary
HCM 7th Control Delay, s/veh 10.1
HCM 7th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th TWSC
3: Hollister Ave & St Josephs St 01/26/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 45 15 1025 685 10 10 10
Future Vol, veh/h 45 15 1025 685 10 10 10
Conflicting Peds, #/hr 0 5 0 0 5 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 140 - - - 0 -
Veh in Median Storage, # - - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 47 16 1068 714 10 10 10
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 724 729 0 - 0 1383 367
Stage 1 - ---- 7 2 4-
Stage 2 - ---- 6 5 9-
Critical Hdwy 6.46 4.16 - - - 6.86 6.96
C r i t i c a l H d w y S t g 1 ----- 5 . 8 6-
C r i t i c a l H d w y S t g 2 ----- 5 . 8 6-
Follow-up Hdwy 2.53 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 495 864 - - - 134 627
Stage 1 - ---- 4 3 8-
Stage 2 - ---- 4 7 4-
Platoon blocked, % - - -
Mov Cap-1 Maneuver 546 546 - - - 118 624
Mov Cap-2 Maneuver - ---- 1 1 8-
Stage 1 - ---- 3 8 6-
Stage 2 - ---- 4 7 4-
Approach EB WB SB
HCM Ctrl Dly, s/v 0.69 0 25.29

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 546 - - - 198
HCM Lane V/C Ratio 0.114 - - - 0.105
HCM Ctrl Dly (s/v) 12.4 - - - 25.3
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.4 - - - 0.3
HCM 7th TWSC
7: Ward Dr & CA-217 NB Off-Ramp 01/26/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 2
Intersection
Int Delay, s/veh 7.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 255 15 0 240 130 0
Future Vol, veh/h 255 15 0 240 130 0
Conflicting Peds, #/hr 0 0 1 0 0 1
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 300 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 297 17 0 279 151 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 430 151 - 0 - 0
Stage 1 151 -----
Stage 2 279 -----
C r i t i c a l H d w y 6 . 4 2 6 . 2 2----
C r i t i c a l H d w y S t g 1 5 . 4 2-----
C r i t i c a l H d w y S t g 2 5 . 4 2-----
F o l l o w - u p H d w y 3 . 5 1 8 3 . 3 1 8----
Pot Cap-1 Maneuver 582 895 0 - - 0
Stage 1 877 - 0 - - 0
Stage 2 768 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 582 895 ----
Mov Cap-2 Maneuver 582 -----
Stage 1 877 -----
Stage 2 768 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 16.97 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 582 895 -
HCM Lane V/C Ratio - 0.51 0.019 -
HCM Ctrl Dly (s/v) - 17.4 9.1 -
HCM Lane LOS - C A -
HCM 95th %tile Q(veh) - 2.9 0.1 -
HCM 7th TWSC
8: Ward Dr & Ekwill St 01/26/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 3
Intersection
Int Delay, s/veh 2.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 45 105 5 35 85
Future Vol, veh/h 5 45 105 5 35 85
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 4 4 4 4 4 4
Mvmt Flow 6 51 118 6 39 96
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 295 121 0 0 124 0
Stage 1 121 -----
Stage 2 174 -----
Critical Hdwy 6.44 6.24 - - 4.14 -
C r i t i c a l H d w y S t g 1 5 . 4 4-----
C r i t i c a l H d w y S t g 2 5 . 4 4-----
Follow-up Hdwy 3.536 3.336 - - 2.236 -
Pot Cap-1 Maneuver 692 925 - - 1451 -
Stage 1 900 -----
Stage 2 851 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 672 925 - - 1451 -
Mov Cap-2 Maneuver 672 -----
Stage 1 900 -----
Stage 2 827 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.2 0 2.2

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 913 525 -
HCM Lane V/C Ratio - - 0.062 0.027 -
HCM Ctrl Dly (s/v) - - 9.2 7.6 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.2 0.1 -
HCM 7th TWSC
9: S Patterson Ave & Ekwill St 01/26/2026
Future No Project PM Synchro 12 Report
DKS Associates Page 4
Intersection
Int Delay, s/veh 3.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 15 5 5 10 0 60 5 115 5 30 65 5
Future Vol, veh/h 15 5 5 10 0 60 5 115 5 30 65 5
C o n f l i c t i n g P e d s , # / h r 000000003300
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80
H e a v y V e h i c l e s , % 777777777777
Mvmt Flow 19 6 6 13 0 75 6 144 6 38 81 6
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 316 325 84 322 325 150 88 0 0 153 0 0 Stage 1 159 159 - 162 162 -------
Stage 2 156 166 - 159 163 -------
Critical Hdwy 7.17 6.57 6.27 7.17 6.57 6.27 4.17 - - 4.17 - - C r i t i c a l H d w y S t g 1 6 . 1 7 5 . 5 7- 6 . 1 7 5 . 5 7------- C r i t i c a l H d w y S t g 2 6 . 1 7 5 . 5 7- 6 . 1 7 5 . 5 7------- Follow-up Hdwy 3.563 4.063 3.363 3.563 4.063 3.363 2.263 - - 2.263 - - Pot Cap-1 Maneuver 627 585 961 622 585 884 1477 - - 1398 - - Stage 1 831 757 - 828 754 -------
Stage 2 834 752 - 831 754 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 555 564 961 589 564 881 1477 - - 1394 - - Mov Cap-2 Maneuver 555 564 - 589 564 -------
Stage 1 808 735 - 822 749 -------
Stage 2 760 746 - 796 733 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 11.24 9.89 0.3 2.3

HCM LOS B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 71 - - 609 823 532 - -
HCM Lane V/C Ratio 0.004 - - 0.051 0.106 0.027 - -
HCM Ctrl Dly (s/v) 7.4 0 - 11.2 9.9 7.7 0 -
HCM Lane LOS A A - BAAA -
HCM 95th %tile Q(veh) 0 - - 0.2 0.4 0.1 - -
HCM 7th Signalized Intersection Summary
4: Sumida Gardens Ln & Hollister Ave 02/06/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 370 90 50 815 20 190 15 115 50 5 70 Future Volume (veh/h) 25 370 90 50 815 20 190 15 115 50 5 70 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 0.95 1.00 0.96 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 1796 Adj Flow Rate, veh/h 30 446 108 60 982 24 229 18 139 60 6 84 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 P e r c e n t H e a v y V e h , % 777777777777
Cap, veh/h 89 1011 242 141 1376 34 422 51 398 362 29 410 Arrive On Green 0.05 0.37 0.37 0.08 0.40 0.40 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1711 2702 648 1711 3400 83 1250 177 1365 1177 101 1408 Grp Volume(v), veh/h 30 280 274 60 493 513 229 0 157 60 0 90 Grp Sat Flow(s),veh/h/ln 1711 1706 1644 1711 1706 1777 1250 0 1542 1177 0 1509 Q Serve(g_s), s 1.1 7.7 7.9 2.1 15.2 15.2 10.7 0.0 5.1 2.7 0.0 2.8 Cycle Q Clear(g_c), s 1.1 7.7 7.9 2.1 15.2 15.2 13.5 0.0 5.1 7.7 0.0 2.8 Prop In Lane 1.00 0.39 1.00 0.05 1.00 0.89 1.00 0.93
Lane Grp Cap(c), veh/h 89 638 615 141 691 719 422 0 449 362 0 439 V/C Ratio(X) 0.34 0.44 0.45 0.43 0.71 0.71 0.54 0.00 0.35 0.17 0.00 0.20 Avail Cap(c_a), veh/h 260 1072 1032 260 1072 1116 758 0 863 671 0 835 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.8 14.8 14.8 27.5 15.7 15.7 21.9 0.0 17.6 20.7 0.0 16.8 Incr Delay (d2), s/veh 2.2 0.5 0.5 2.0 1.4 1.3 1.1 0.0 0.5 0.2 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.6 2.6 0.9 5.2 5.4 3.1 0.0 1.8 0.7 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.1 15.3 15.3 29.5 17.1 17.0 23.0 0.0 18.1 20.9 0.0 17.1 LnGrp LOS C B B C B B C B C B
Approach Vol, veh/h 584 1066 386 150
Approach Delay, s/veh 16.1 17.8 21.0 18.6
Approach LOS B B C B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.5 10.6 29.0 23.5 8.7 30.9
Change Period (Y+Rc), s * 5.1 5.4 5.4 5.1 5.4 5.4
M
ax Green Setting (Gmax), s * 35

9.6 39.6 34.9 9.6 39.6
Max Q Clear Time (g_c+I1), s 15.5 4.1 9.9 9.7 3.1 17.2
Green Ext Time (p_c), s 1.8 0.0 3.4 0.8 0.0 6.4
Intersection Summary
HCM 7th Control Delay, s/veh 18.0
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
5: S Patterson Ave & Hollister Ave 02/06/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 305 95 100 620 575 195 340 90 260 385 200 Future Volume (veh/h) 105 305 95 100 620 575 195 340 90 260 385 200 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 0.97 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 127 367 114 120 747 693 235 410 108 313 464 241 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 P e r c e n t H e a v y V e h , % 444444444444
Cap, veh/h 251 1089 333 143 740 642 240 695 181 364 503 259 Arrive On Green 0.07 0.42 0.42 0.08 0.42 0.42 0.14 0.25 0.25 0.11 0.23 0.23 Sat Flow, veh/h 3401 2622 802 1753 1749 1519 1753 2736 713 3401 2217 1143 Grp Volume(v), veh/h 127 243 238 120 747 693 235 260 258 313 365 340 Grp Sat Flow(s),veh/h/ln 1700 1749 1675 1753 1749 1519 1753 1749 1700 1700 1749 1611 Q Serve(g_s), s 5.3 14.0 14.3 10.0 62.6 62.6 19.8 19.3 19.7 13.4 30.2 30.6 Cycle Q Clear(g_c), s 5.3 14.0 14.3 10.0 62.6 62.6 19.8 19.3 19.7 13.4 30.2 30.6 Prop In Lane 1.00 0.48 1.00 1.00 1.00 0.42 1.00 0.71
Lane Grp Cap(c), veh/h 251 726 696 143 740 642 240 445 432 364 397 366 V/C Ratio(X) 0.51 0.33 0.34 0.84 1.01 1.08 0.98 0.59 0.60 0.86 0.92 0.93 Avail Cap(c_a), veh/h 267 726 696 232 740 642 240 445 432 457 412 380 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 65.9 29.4 29.5 67.0 42.7 42.7 63.6 48.4 48.5 65.0 55.9 56.1 Incr Delay (d2), s/veh 1.6 0.3 0.3 13.6 35.6 58.7 51.5 2.0 2.2 12.7 25.3 28.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 5.9 5.8 5.0 33.4 33.2 12.3 8.7 8.7 6.4 16.0 15.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 67.5 29.6 29.8 80.6 78.3 101.4 115.2 50.4 50.7 77.7 81.2 84.6 L n G r p L O S ECCFFFFDDEFF
Approach Vol, veh/h 608 1560 753 1018
Approach Delay, s/veh 37.6 88.8 70.7 81.2
Approach LOS D F E F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.0 42.7 17.5 66.9 25.0 38.7 16.3 68.0 Change Period (Y+Rc), s 5.1 * 5.1 5.4 5.4 4.7 5.1 5.4 5.4 Max Green Setting (Gmax), s 19.9 * 35 19.6 54.6 20.3 34.9 11.6 62.6 Max Q Clear Time (g_c+I1), s 15.4 21.7 12.0 16.3 21.8 32.6 7.3 64.6 Green Ext Time (p_c), s 0.5 2.7 0.1 3.0 0.0 1.0 0.1 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 75.5
HCM 7th LOS E
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: San Ricardo Dr/Lassen Dr & Hollister Ave 02/06/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 480 45 10 980 5 125 5 5 25 5 240 Future Volume (veh/h) 45 480 45 10 980 5 125 5 5 25 5 240 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 0.96 1.00 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 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 56 600 56 12 1225 6 156 6 6 31 6 300 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 P e r c e n t H e a v y V e h , % 555555555555
Cap, veh/h 129 1520 142 41 1505 7 299 12 8 79 26 423
Arrive On Green 0.07 0.48 0.48 0.02 0.43 0.43 0.29 0.29 0.29 0.29 0.29 0.29 Sat Flow, veh/h 1739 3195 298 1739 3539 17 703 40 28 89 90 1451 Grp Volume(v), veh/h 56 325 331 12 600 631 168 0 0 337 0 0 Grp Sat Flow(s),veh/h/ln 1739 1735 1758 1739 1735 1822 770 0 0 1630 0 0 Q Serve(g_s), s 2.3 8.9 8.9 0.5 22.4 22.4 3.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.3 8.9 8.9 0.5 22.4 22.4 16.9 0.0 0.0 13.6 0.0 0.0 Prop In Lane 1.00 0.17 1.00 0.01 0.93 0.04 0.09 0.89
Lane Grp Cap(c), veh/h 129 825 837 41 738 775 319 0 0 528 0 0 V/C Ratio(X) 0.43 0.39 0.40 0.29 0.81 0.81 0.53 0.00 0.00 0.64 0.00 0.00 Avail Cap(c_a), veh/h 227 933 946 227 933 980 522 0 0 813 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 32.6 12.4 12.5 35.3 18.6 18.6 25.2 0.0 0.0 23.5 0.0 0.0 Incr Delay (d2), s/veh 2.3 0.3 0.3 3.9 4.5 4.3 1.4 0.0 0.0 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.0 3.1 0.2 8.6 9.0 2.8 0.0 0.0 5.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.9 12.8 12.8 39.2 23.0 22.8 26.6 0.0 0.0 24.8 0.0 0.0 L n G r p L O S CBBDCCC C
Approach Vol, veh/h 712 1243 168 337
Approach Delay, s/veh 14.5 23.1 26.6 24.8
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 26.0 7.1 40.4 26.0 10.9 36.7
Change Period (Y+Rc), s 4.6 5.4 5.4 4.6 5.4 5.4
Max Green Setting (Gmax), s 35.4 9.6 39.6 35.4 9.6 39.6 Max Q Clear Time (g_c+I1), s 18.9 2.5 10.9 15.6 4.3 24.4 Green Ext Time (p_c), s 1.0 0.0 4.0 2.3 0.0 6.9
Intersection Summary
HCM 7th Control Delay, s/veh 21.1
HCM 7th LOS C
HCM 7th Signalized Intersection Summary
14: S Patterson Ave/N Patterson Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp02/06/2026 Future Plus Project AM Synchro 12 Report
DKS Associates 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 ) 1 9 05 4 4 50000 6 9 0 3 9 5 6 1 0 7 4 50 F u t u r e V o l u m e ( v e h / h ) 1 9 05 4 4 50000 6 9 0 3 9 5 6 1 0 7 4 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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 0 1856 1856 1856 1856 0 Adj Flow Rate, veh/h 211 6 494 0 767 439 678 828 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 497 5 438 0 975 429 949 2151 0
Arrive On Green 0.28 0.28 0.28 0.00 0.28 0.28 0.09 0.20 0.00 Sat Flow, veh/h 1767 19 1556 0 3618 1549 3428 3618 0
Grp Volume(v), veh/h 211 0 500 0 767 439 678 828 0
Grp Sat Flow(s),veh/h/ln 1767 0 1575 0 1763 1549 1714 1763 0 Q Serve(g_s), s 8.8 0.0 25.3 0.0 18.1 24.9 17.3 18.3 0.0 Cycle Q Clear(g_c), s 8.8 0.0 25.3 0.0 18.1 24.9 17.3 18.3 0.0 Prop In Lane 1.00 0.99 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 497 0 443 0 975 429 949 2151 0
V/C Ratio(X) 0.42 0.00 1.13 0.00 0.79 1.02 0.71 0.39 0.00 Avail Cap(c_a), veh/h 497 0 443 0 975 429 949 2151 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.76 0.76 0.64 0.64 0.00 Uniform Delay (d), s/veh 26.4 0.0 32.4 0.0 30.1 32.5 37.4 21.3 0.0 Incr Delay (d2), s/veh 0.6 0.0 83.0 0.0 4.9 44.1 1.7 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 3.7 0.0 19.5 0.0 8.0 14.1 8.1 8.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.0 0.0 115.3 0.0 35.0 76.7 39.1 21.7 0.0 LnGrp LOS C F D F D C
Approach Vol, veh/h 711 1206 1506
Approach Delay, s/veh 89.1 50.2 29.5
Approach LOS F D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 30.0 30.0 30.0 60.0
Change Period (Y+Rc), s 5.1 5.1 4.7 5.1
Max Green Setting (Gmax), s 24.9 24.9 25.3 54.9
Max Q Clear Time (g_c+I1), s 19.3 26.9 27.3 20.3
Green Ext Time (p_c), s 1.4 0.0 0.0 6.5
Intersection Summary
HCM 7th Control Delay, s/veh 49.2
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
15: N Patterson Ave & US-101 NB On-Ramp/US-101 NB Off-Ramp 02/06/2026 Future Plus Project AM Synchro 12 Report
DKS Associates Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 440 20 345 305 575 0 0 915 455 Future Volume (veh/h) 0 0 0 440 20 345 305 575 0 0 915 455 I n i t i a l Q ( Q b ) , v e h 000000000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 0 0 1856 1856 Adj Flow Rate, veh/h 617 0 263 339 639 0 0 1017 506
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 , % 333330033
Cap, veh/h 757 0 337 607 2386 0 0 1401 435
Arrive On Green 0.21 0.00 0.21 0.34 0.68 0.00 0.00 0.28 0.28 Sat Flow, veh/h 3534 0 1572 1767 3618 0 0 5233 1572
Grp Volume(v), veh/h 617 0 263 339 639 0 0 1017 506
Grp Sat Flow(s),veh/h/ln 1767 0 1572 1767 1763 0 0 1689 1572 Q Serve(g_s), s 15.0 0.0 14.2 14.0 6.4 0.0 0.0 16.4 24.9 Cycle Q Clear(g_c), s 15.0 0.0 14.2 14.0 6.4 0.0 0.0 16.4 24.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 757 0 337 607 2386 0 0 1401 435
V/C Ratio(X) 0.81 0.00 0.78 0.56 0.27 0.00 0.00 0.73 1.16 Avail Cap(c_a), veh/h 994 0 442 607 2386 0 0 1401 435
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 0.61 0.61 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 33.7 0.0 33.4 24.0 5.7 0.0 0.0 29.5 32.5 Incr Delay (d2), s/veh 4.1 0.0 6.5 0.7 0.2 0.0 0.0 3.3 95.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 0.0 5.9 5.7 2.0 0.0 0.0 6.8 20.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.7 0.0 39.9 24.7 5.9 0.0 0.0 32.8 128.5 LnGrp LOS D D C A C F
Approach Vol, veh/h 880 978 1523
Approach Delay, s/veh 38.4 12.4 64.6
Approach LOS D B E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 66.0 36.0 30.0 24.0
Change Period (Y+Rc), s 5.1 5.1 5.1 4.7
Max Green Setting (Gmax), s 54.9 24.9 24.9 25.3
Max Q Clear Time (g_c+I1), s 8.4 16.0 26.9 17.0
Green Ext Time (p_c), s 4.9 0.7 0.0 2.3
Intersection Summary
HCM 7th Control Delay, s/veh 42.7
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
16: S Fairview Ave & Hollister Ave 02/06/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 220 295 100 60 445 265 100 160 45 355 380 595 Future Volume (veh/h) 220 295 100 60 445 265 100 160 45 355 380 595 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 1.00 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 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 1781 Adj Flow Rate, veh/h 244 328 111 67 494 294 111 178 50 394 422 661 Peak Hour Factor 0.90 0.90 0.90 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 , % 888888888888
Cap, veh/h 343 905 395 138 790 557 186 842 229 465 1197 679 Arrive On Green 0.10 0.27 0.27 0.08 0.23 0.23 0.11 0.32 0.32 0.14 0.35 0.35 Sat Flow, veh/h 3291 3385 1477 1697 3385 1473 1697 2616 712 3291 3385 1474 Grp Volume(v), veh/h 244 328 111 67 494 294 111 113 115 394 422 661 Grp Sat Flow(s),veh/h/ln 1646 1692 1477 1697 1692 1473 1697 1692 1636 1646 1692 1474 Q Serve(g_s), s 7.6 8.3 6.3 4.0 13.8 16.4 6.6 5.1 5.4 12.3 9.7 37.3 Cycle Q Clear(g_c), s 7.6 8.3 6.3 4.0 13.8 16.4 6.6 5.1 5.4 12.3 9.7 37.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.44 1.00 1.00
Lane Grp Cap(c), veh/h 343 905 395 138 790 557 186 545 527 465 1197 679 V/C Ratio(X) 0.71 0.36 0.28 0.48 0.63 0.53 0.60 0.21 0.22 0.85 0.35 0.97 Avail Cap(c_a), veh/h 443 1098 479 248 1136 708 214 545 527 571 1197 679 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 45.7 31.3 30.6 46.3 36.3 25.8 44.7 26.0 26.1 44.2 25.1 28.1 Incr Delay (d2), s/veh 3.7 0.2 0.4 2.6 0.8 0.8 3.5 0.2 0.2 9.7 0.2 28.0 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 3.2 3.3 2.3 1.8 5.8 5.9 2.9 2.1 2.1 5.6 3.9 21.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 49.4 31.6 31.0 48.9 37.1 26.5 48.2 26.2 26.3 53.9 25.3 56.0 L n G r p L O S DCCDDCDCCDCE
Approach Vol, veh/h 683 855 339 1477
Approach Delay, s/veh 37.8 34.4 33.4 46.7
Approach LOS DCCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.6 38.6 13.2 34.0 16.2 42.0 16.8 30.4 Change Period (Y+Rc), s 4.7 4.7 4.6 5.8 4.7 4.7 5.8 * 5.8 Max Green Setting (Gmax), s 18.3 32.3 15.4 34.2 13.3 37.3 14.2 * 35 Max Q Clear Time (g_c+I1), s 14.3 7.4 6.0 10.3 8.6 39.3 9.6 18.4 Green Ext Time (p_c), s 0.6 1.3 0.1 2.3 0.1 0.0 0.3 4.3 Intersection Summary
HCM 7th Control Delay, s/veh 40.4
HCM 7th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: N Fairview Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp 02/06/2026 Future Plus Project AM Synchro 12 Report
DKS Associates Page 7
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 2 55 2 9 50000 4 8 0 4 7 5 4 4 0 1185 0 F u t u r e V o l u m e ( v e h / h ) 1 2 55 2 9 50000 4 8 0 4 7 5 4 4 0 1185 0 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 0 1811 1811 1811 1811 0 Adj Flow Rate, veh/h 129 5 304 0 495 490 454 1222 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 , % 666 066660
Cap, veh/h 393 15 363 0 1265 553 582 2118 0
Arrive On Green 0.24 0.24 0.24 0.00 0.37 0.37 0.17 0.62 0.00 Sat Flow, veh/h 1663 64 1535 0 3532 1504 3346 3532 0
Grp Volume(v), veh/h 134 0 304 0 495 490 454 1222 0
Grp Sat Flow(s),veh/h/ln 1728 0 1535 0 1721 1504 1673 1721 0 Q Serve(g_s), s 4.1 0.0 12.0 0.0 6.7 19.4 8.2 13.4 0.0
Cycle Q Clear(g_c), s 4.1 0.0 12.0 0.0 6.7 19.4 8.2 13.4 0.0 Prop In Lane 0.96 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 408 0 363 0 1265 553 582 2118 0
V/C Ratio(X) 0.33 0.00 0.84 0.00 0.39 0.89 0.78 0.58 0.00 Avail Cap(c_a), veh/h 553 0 491 0 1371 600 806 2455 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 20.1 0.0 23.1 0.0 14.8 18.8 25.1 7.3 0.0 Incr Delay (d2), s/veh 0.5 0.0 9.2 0.0 0.2 14.2 3.3 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 1.6 0.0 4.9 0.0 2.4 8.2 3.3 3.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.5 0.0 32.3 0.0 15.0 33.0 28.4 7.5 0.0 LnGrp LOS C C B C C A
Approach Vol, veh/h 438 985 1676
Approach Delay, s/veh 28.7 24.0 13.2
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.7 28.0 19.7 43.8
Change Period (Y+Rc), s 4.7 4.7 4.7 4.7
Max Green Setting (Gmax), s 15.3 25.3 20.3 45.3
Max Q Clear Time (g_c+I1), s 10.2 21.4 14.0 15.4
Green Ext Time (p_c), s 0.8 1.9 1.0 11.2
Intersection Summary
HCM 7th Control Delay, s/veh 18.8
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
18: US-101 NB On-Ramp & N Fairview Ave & US-101 NB Off-Ramp 02/06/2026 Future Plus Project AM Synchro 12 Report
DKS Associates Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 0 135 0 695 520 0 0 0 0 125 930 Future Volume (veh/h) 470 0 135 0 695 520 0 0 0 0 125 930 I n i t i a l Q ( Q b ) , v e h 000000 000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1826 0 1826 0 1826 1826 0 1826 1826 A d j F l o w R a t e , v e h / h 4 9 5000 7 3 2 5 4 7 0 1 3 20 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 , % 505055 055
Cap, veh/h 727 0 0 1002 849 0 0
Arrive On Green 0.22 0.00 0.00 0.00 0.55 0.55 0.00 0.00 0.00 Sat Flow, veh/h 3374 495 0 1826 1547 0
Grp Volume(v), veh/h 495 15.5 0 732 547 0.0
Grp Sat Flow(s),veh/h/ln 1687 B 0 1826 1547
Q Serve(g_s), s 5.4 0.0 12.0 9.8
Cycle Q Clear(g_c), s 5.4 0.0 12.0 9.8
Prop In Lane 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 727 0 1002 849
V/C Ratio(X) 0.68 0.00 0.73 0.64
Avail Cap(c_a), veh/h 1294 0 1616 1370
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 14.4 0.0 6.8 6.3
Incr Delay (d2), s/veh 1.1 0.0 1.0 0.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 2.9 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 15.5 0.0 7.8 7.1
LnGrp LOS B A A
Approach Vol, veh/h 1279
Approach Delay, s/veh 7.5
Approach LOS A
Timer - Assigned Phs 7 8
Phs Duration (G+Y+Rc), s 13.3 26.6
Change Period (Y+Rc), s 4.7 4.7
Max Green Setting (Gmax), s 15.3 35.3
Max Q Clear Time (g_c+I1), s 7.4 14.0
Green Ext Time (p_c), s 1.2 7.8
Intersection Summary
HCM 7th Control Delay, s/veh 9.7
HCM 7th LOS A
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th TWSC
3: Hollister Ave & St Josephs St 01/26/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 1
Intersection
Int Delay, s/veh 1.3
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 55 480 1060 15 5 45
Future Vol, veh/h 10 55 480 1060 15 5 45
Conflicting Peds, #/hr 0 10 0 0 10 1 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 140 - - - 0 -
Veh in Median Storage, # - - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 96 83 83 83 83 83 83
Heavy Vehicles, % 3 6 6 6 6 6 6
Mvmt Flow 10 66 578 1277 18 6 54
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1295 1305 0 - 0 1740 658
Stage 1 - ---- 1296 -
Stage 2 - ---- 4 4 4-
Critical Hdwy 6.46 4.22 - - - 6.92 7.02
C r i t i c a l H d w y S t g 1 ----- 5 . 9 2-
C r i t i c a l H d w y S t g 2 ----- 5 . 9 2-
Follow-up Hdwy 2.53 2.26 - - - 3.56 3.36
Pot Cap-1 Maneuver 212 505 - - - 75 398
Stage 1 - ---- 2 1 3-
Stage 2 - ---- 6 0 2-
Platoon blocked, % - - -
Mov Cap-1 Maneuver 405 405 - - - 60 394
Mov Cap-2 Maneuver - ---- 6 0-
Stage 1 - ---- 1 7 1-
Stage 2 - ---- 6 0 2-
Approach EB WB SB
HCM Ctrl Dly, s/v 1.87 0 23.61

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 405 - - - 253
HCM Lane V/C Ratio 0.189 - - - 0.238
HCM Ctrl Dly (s/v) 16 - - - 23.6
HCM Lane LOS C - - - C
HCM 95th %tile Q(veh) 0.7 - - - 0.9
HCM 7th TWSC
7: Ward Dr & CA-217 NB Off-Ramp 01/26/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 2
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 80 20 0 295 260 0
Future Vol, veh/h 80 20 0 295 260 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 300 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 82 82 82 82 82 82
Heavy Vehicles, % 7 7 7 7 7 7
Mvmt Flow 98 24 0 360 317 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 677 317 - 0 - 0
Stage 1 317 -----
Stage 2 360 -----
C r i t i c a l H d w y 6 . 4 7 6 . 2 7----
C r i t i c a l H d w y S t g 1 5 . 4 7-----
C r i t i c a l H d w y S t g 2 5 . 4 7-----
F o l l o w - u p H d w y 3 . 5 6 3 3 . 3 6 3----
Pot Cap-1 Maneuver 411 712 0 - - 0
Stage 1 727 - 0 - - 0
Stage 2 695 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 411 712 ----
Mov Cap-2 Maneuver 411 -----
Stage 1 727 -----
Stage 2 695 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 15.23 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 411 712 -
HCM Lane V/C Ratio - 0.238 0.034 -
HCM Ctrl Dly (s/v) - 16.5 10.2 -
HCM Lane LOS - C B -
HCM 95th %tile Q(veh) - 0.9 0.1 -
HCM 7th TWSC
8: Ward Dr & Ekwill St 01/26/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 3
Intersection
Int Delay, s/veh 3.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 75 85 5 45 80
Future Vol, veh/h 5 75 85 5 45 80
Conflicting Peds, #/hr 0 0 0 1 1 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 5 5 5 5 5 5
Mvmt Flow 6 84 96 6 51 90
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 290 99 0 0 102 0
Stage 1 99 -----
Stage 2 191 -----
Critical Hdwy 6.45 6.25 - - 4.15 -
C r i t i c a l H d w y S t g 1 5 . 4 5-----
C r i t i c a l H d w y S t g 2 5 . 4 5-----
Follow-up Hdwy 3.545 3.345 - - 2.245 -
Pot Cap-1 Maneuver 694 948 - - 1471 -
Stage 1 917 -----
Stage 2 834 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 668 947 - - 1470 -
Mov Cap-2 Maneuver 668 -----
Stage 1 916 -----
Stage 2 804 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.24 0 2.71

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 940 648 -
HCM Lane V/C Ratio - - 0.096 0.034 -
HCM Ctrl Dly (s/v) - - 9.2 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.3 0.1 -
HCM 7th TWSC
9: S Patterson Ave & Ekwill St 01/26/2026
Future Plus Project AM Synchro 12 Report
DKS Associates Page 4
Intersection
Int Delay, s/veh 6.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 125 5 5 5 5 30 5 355 10 65 65 45
Future Vol, veh/h 125 5 5 5 5 30 5 355 10 65 65 45
C o n f l i c t i n g P e d s , # / h r 000000102201
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
H e a v y V e h i c l e s , % 1 71 71 71 71 71 71 71 71 71 71 71 7 Mvmt Flow 144 6 6 6 6 34 6 408 11 75 75 52
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 673 684 102 654 704 416 127 0 0 422 0 0 Stage 1 251 251 - 427 427 -------
Stage 2 422 433 - 227 277 -------
Critical Hdwy 7.27 6.67 6.37 7.27 6.67 6.37 4.27 - - 4.27 - - C r i t i c a l H d w y S t g 1 6 . 2 7 5 . 6 7- 6 . 2 7 5 . 6 7------- C r i t i c a l H d w y S t g 2 6 . 2 7 5 . 6 7- 6 . 2 7 5 . 6 7------- Follow-up Hdwy 3.653 4.153 3.453 3.653 4.153 3.453 2.353 - - 2.353 - - Pot Cap-1 Maneuver 349 353 914 360 343 606 1371 - - 1062 - - Stage 1 721 672 - 577 560 -------
Stage 2 581 557 - 743 655 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 297 323 913 322 315 605 1370 - - 1060 - - Mov Cap-2 Maneuver 297 323 - 322 315 -------
Stage 1 665 620 - 573 556 -------
Stage 2 539 553 - 676 604 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 28.32 13.04 0.1 3.21

HCM LOS D B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 24 - - 306 494 618 - -
HCM Lane V/C Ratio 0.004 - - 0.508 0.093 0.071 - -
HCM Ctrl Dly (s/v) 7.6 0 - 28.3 13 8.7 0 -
HCM Lane LOS A A - D B A A -
HCM 95th %tile Q(veh) 0 - - 2.7 0.3 0.2 - -
HCM 7th Signalized Intersection Summary
4: Sumida Gardens Ln & Hollister Ave 02/06/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 915 250 100 595 45 125 10 80 35 15 50 Future Volume (veh/h) 35 915 250 100 595 45 125 10 80 35 15 50 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 0.96 1.00 0.98 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 38 984 269 108 640 48 134 11 86 38 16 54 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 106 1291 351 179 1716 129 307 34 267 282 69 234 Arrive On Green 0.06 0.48 0.48 0.10 0.52 0.52 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1767 2708 737 1767 3313 248 1315 178 1394 1284 363 1225 Grp Volume(v), veh/h 38 639 614 108 340 348 134 0 97 38 0 70 Grp Sat Flow(s),veh/h/ln 1767 1763 1682 1767 1763 1799 1315 0 1573 1284 0 1588 Q Serve(g_s), s 1.4 20.5 20.8 4.0 7.9 8.0 6.6 0.0 3.7 1.8 0.0 2.6 Cycle Q Clear(g_c), s 1.4 20.5 20.8 4.0 7.9 8.0 9.2 0.0 3.7 5.5 0.0 2.6 Prop In Lane 1.00 0.44 1.00 0.14 1.00 0.89 1.00 0.77
Lane Grp Cap(c), veh/h 106 840 802 179 913 932 307 0 301 282 0 304 V/C Ratio(X) 0.36 0.76 0.77 0.60 0.37 0.37 0.44 0.00 0.32 0.13 0.00 0.23 Avail Cap(c_a), veh/h 374 1396 1332 374 1396 1424 729 0 805 686 0 804 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 14.8 14.9 29.6 9.9 9.9 27.5 0.0 24.0 26.4 0.0 23.6 Incr Delay (d2), s/veh 2.0 1.4 1.6 3.2 0.3 0.2 1.0 0.0 0.6 0.2 0.0 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 0.6 7.0 6.8 1.8 2.5 2.6 2.1 0.0 1.4 0.6 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.2 16.3 16.4 32.9 10.2 10.2 28.4 0.0 24.6 26.6 0.0 24.0 LnGrp LOS C B B C B B C C C C
Approach Vol, veh/h 1291 796 231 108
Approach Delay, s/veh 16.8 13.3 26.8 24.9
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 18.3 12.4 38.3 18.3 9.5 41.1
Change Period (Y+Rc), s * 5.1 5.4 5.4 5.1 5.4 5.4
M
ax Green Setting (Gmax), s * 35

14.6 54.6 34.9 14.6 54.6
Max Q Clear Time (g_c+I1), s 11.2 6.0 22.8 7.5 3.4 10.0 Green Ext Time (p_c), s 1.0 0.1 10.1 0.5 0.0 4.4
Intersection Summary
HCM 7th Control Delay, s/veh 17.0
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
5: S Patterson Ave & Hollister Ave 02/06/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 210 825 165 50 410 360 135 305 145 620 355 145 Future Volume (veh/h) 210 825 165 50 410 360 135 305 145 620 355 145 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 0.98 1.00 0.97 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 221 868 174 53 432 379 142 321 153 653 374 153 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 , % 222222222222
Cap, veh/h 321 1009 202 137 583 507 171 433 201 747 757 305 Arrive On Green 0.09 0.34 0.34 0.08 0.33 0.33 0.10 0.19 0.19 0.22 0.31 0.31 Sat Flow, veh/h 3456 2931 587 1781 1777 1546 1781 2333 1085 3456 2452 986 Grp Volume(v), veh/h 221 526 516 53 432 379 142 243 231 653 269 258 Grp Sat Flow(s),veh/h/ln 1728 1777 1742 1781 1777 1546 1781 1777 1641 1728 1777 1661 Q Serve(g_s), s 7.3 32.7 32.7 3.4 25.6 25.8 9.3 15.2 15.8 21.6 14.6 15.0 Cycle Q Clear(g_c), s 7.3 32.7 32.7 3.4 25.6 25.8 9.3 15.2 15.8 21.6 14.6 15.0 Prop In Lane 1.00 0.34 1.00 1.00 1.00 0.66 1.00 0.59
Lane Grp Cap(c), veh/h 321 612 600 137 583 507 171 330 304 747 549 513 V/C Ratio(X) 0.69 0.86 0.86 0.39 0.74 0.75 0.83 0.74 0.76 0.87 0.49 0.50 Avail Cap(c_a), veh/h 397 774 759 190 759 661 305 455 420 1018 674 630 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 52.1 36.2 36.2 52.0 35.3 35.4 52.6 45.5 45.7 44.9 33.3 33.5 Incr Delay (d2), s/veh 3.7 8.0 8.1 1.8 2.8 3.4 9.8 4.0 5.3 6.6 0.7 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 15.0 14.7 1.5 11.2 9.9 4.6 7.1 6.9 9.8 6.3 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.7 44.1 44.3 53.8 38.1 38.8 62.3 49.4 51.0 51.4 34.0 34.2 L n G r p L O S EDDDDDEDDDCC
Approach Vol, veh/h 1263 864 616 1180
Approach Delay, s/veh 46.2 39.4 53.0 43.7
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 30.7 27.1 14.5 46.2 16.1 41.7 16.4 44.3 Change Period (Y+Rc), s 5.1 * 5.1 5.4 5.4 4.7 5.1 5.4 5.4 Max Green Setting (Gmax), s 34.9 * 30 12.6 51.6 20.3 44.9 13.6 50.6 Max Q Clear Time (g_c+I1), s 23.6 17.8 5.4 34.7 11.3 17.0 9.3 27.8 Green Ext Time (p_c), s 2.0 2.3 0.0 6.1 0.2 3.3 0.3 5.2 Intersection Summary
HCM 7th Control Delay, s/veh 45.0
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
6: San Ricardo Dr/Lassen Dr & Hollister Ave 02/06/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 1365 100 35 535 15 45 5 25 10 5 175 Future Volume (veh/h) 160 1365 100 35 535 15 45 5 25 10 5 175 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 0.97 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 165 1407 103 36 552 15 46 5 26 10 5 180 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 , % 222222222222
Cap, veh/h 210 1857 135 102 1743 47 196 35 76 60 15 250 Arrive On Green 0.12 0.55 0.55 0.06 0.49 0.49 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 3351 244 1781 3531 96 675 203 448 35 87 1466 Grp Volume(v), veh/h 165 743 767 36 277 290 77 0 0 195 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1819 1781 1777 1850 1326 0 0 1588 0 0 Q Serve(g_s), s 6.4 22.6 23.0 1.4 6.6 6.6 0.0 0.0 0.0 1.3 0.0 0.0 Cycle Q Clear(g_c), s 6.4 22.6 23.0 1.4 6.6 6.6 3.3 0.0 0.0 8.2 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.05 0.60 0.34 0.05 0.92
Lane Grp Cap(c), veh/h 210 985 1008 102 877 913 307 0 0 324 0 0 V/C Ratio(X) 0.79 0.75 0.76 0.35 0.32 0.32 0.25 0.00 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 495 1626 1665 242 1375 1431 654 0 0 734 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 30.3 12.1 12.1 32.0 10.7 10.7 25.5 0.0 0.0 27.7 0.0 0.0 Incr Delay (d2), s/veh 6.4 1.2 1.2 2.1 0.2 0.2 0.4 0.0 0.0 1.8 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 7.2 7.5 0.6 2.2 2.3 1.1 0.0 0.0 3.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.7 13.3 13.3 34.1 10.9 10.9 26.0 0.0 0.0 29.5 0.0 0.0 LnGrp LOS D B B C B B C C
Approach Vol, veh/h 1675 603 77 195
Approach Delay, s/veh 15.6 12.3 26.0 29.5
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.6 9.5 44.5 16.6 13.7 40.2
Change Period (Y+Rc), s 4.6 5.4 5.4 4.6 5.4 5.4
Max Green Setting (Gmax), s 30.4 9.6 64.6 30.4 19.6 54.6 Max Q Clear Time (g_c+I1), s 5.3 3.4 25.0 10.2 8.4 8.6
Green Ext Time (p_c), s 0.4 0.0 14.2 1.2 0.3 3.5
Intersection Summary
HCM 7th Control Delay, s/veh 16.2
HCM 7th LOS B
HCM 7th Signalized Intersection Summary
14: S Patterson Ave/N Patterson Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp02/06/2026 Future Plus Project PM Synchro 12 Report
DKS Associates 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 ) 4 2 05 6 0 00000 7 8 5 4 7 0 4 8 5 5 4 50 F u t u r e V o l u m e ( v e h / h ) 4 2 05 6 0 00000 7 8 5 4 7 0 4 8 5 5 4 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 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 0 1885 1885 1885 1885 0 Adj Flow Rate, veh/h 442 5 632 0 826 495 511 574 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 , % 111 011110
Cap, veh/h 604 4 534 0 1071 470 693 1986 0
Arrive On Green 0.34 0.34 0.34 0.00 0.30 0.30 0.40 1.00 0.00 Sat Flow, veh/h 1795 13 1587 0 3676 1572 3483 3676 0
Grp Volume(v), veh/h 442 0 637 0 826 495 511 574 0
Grp Sat Flow(s),veh/h/ln 1795 0 1600 0 1791 1572 1742 1791 0 Q Serve(g_s), s 19.5 0.0 30.3 0.0 18.9 26.9 11.3 0.0 0.0 Cycle Q Clear(g_c), s 19.5 0.0 30.3 0.0 18.9 26.9 11.3 0.0 0.0 Prop In Lane 1.00 0.99 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 604 0 539 0 1071 470 693 1986 0
V/C Ratio(X) 0.73 0.00 1.18 0.00 0.77 1.05 0.74 0.29 0.00 Avail Cap(c_a), veh/h 604 0 539 0 1071 470 693 1986 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.64 0.64 0.77 0.77 0.00 Uniform Delay (d), s/veh 26.3 0.0 29.9 0.0 28.8 31.5 25.1 0.0 0.0 Incr Delay (d2), s/veh 4.5 0.0 100.1 0.0 3.5 48.1 3.2 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 8.8 0.0 26.1 0.0 8.3 15.9 4.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.8 0.0 129.9 0.0 32.3 79.6 28.3 0.3 0.0 LnGrp LOS C F C F C A
Approach Vol, veh/h 1079 1321 1085
Approach Delay, s/veh 89.3 50.0 13.5
Approach LOS F D B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.0 32.0 35.0 55.0
Change Period (Y+Rc), s 5.1 5.1 4.7 5.1
Max Green Setting (Gmax), s 17.9 26.9 30.3 49.9
Max Q Clear Time (g_c+I1), s 13.3 28.9 32.3 2.0
Green Ext Time (p_c), s 0.9 0.0 0.0 4.3
Intersection Summary
HCM 7th Control Delay, s/veh 50.8
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
15: N Patterson Ave & US-101 NB On-Ramp/US-101 NB Off-Ramp 02/06/2026 Future Plus Project PM Synchro 12 Report
DKS Associates Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 260 15 575 345 860 0 0 770 355 Future Volume (veh/h) 0 0 0 260 15 575 345 860 0 0 770 355 I n i t i a l Q ( Q b ) , v e h 000000000
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 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 0 0 1885 1885 Adj Flow Rate, veh/h 190 0 716 367 915 0 0 819 378
Peak Hour Factor 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 , % 111110011
Cap, veh/h 405 0 721 612 2384 0 0 1380 423
Arrive On Green 0.23 0.00 0.23 0.68 1.00 0.00 0.00 0.27 0.27 Sat Flow, veh/h 1795 0 3195 1795 3676 0 0 5316 1577
Grp Volume(v), veh/h 190 0 716 367 915 0 0 819 378
Grp Sat Flow(s),veh/h/ln 1795 0 1598 1795 1791 0 0 1716 1577 Q Serve(g_s), s 8.2 0.0 20.1 9.9 0.0 0.0 0.0 12.5 20.8
Cycle Q Clear(g_c), s 8.2 0.0 20.1 9.9 0.0 0.0 0.0 12.5 20.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 405 0 721 612 2384 0 0 1380 423
V/C Ratio(X) 0.47 0.00 0.99 0.60 0.38 0.00 0.00 0.59 0.89 Avail Cap(c_a), veh/h 405 0 721 612 2384 0 0 1424 436
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.58 0.58 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 34.8 11.0 0.0 0.0 0.0 28.7 31.7 Incr Delay (d2), s/veh 0.8 0.0 31.8 0.9 0.3 0.0 0.0 1.9 23.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 10.8 2.8 0.1 0.0 0.0 5.2 10.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.0 0.0 66.6 12.0 0.3 0.0 0.0 30.5 55.6 LnGrp LOS C E B A C E
Approach Vol, veh/h 906 1282 1197
Approach Delay, s/veh 59.1 3.6 38.4
Approach LOS E A D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 65.0 35.8 29.2 25.0
Change Period (Y+Rc), s 5.1 5.1 5.1 4.7
Max Green Setting (Gmax), s 59.9 29.9 24.9 20.3
Max Q Clear Time (g_c+I1), s 2.0 11.9 22.8 22.1
Green Ext Time (p_c), s 7.9 1.0 1.4 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 30.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

HCM 7th Signalized Intersection Summary
16: S Fairview Ave & Hollister Ave 02/06/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 395 710 140 75 515 560 160 565 100 420 200 225 Future Volume (veh/h) 395 710 140 75 515 560 160 565 100 420 200 225 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 0.96 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 425 763 151 81 554 602 172 608 108 452 215 242 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 496 1288 555 134 1011 678 202 721 128 534 1002 659 Arrive On Green 0.14 0.37 0.37 0.08 0.29 0.29 0.11 0.24 0.24 0.16 0.28 0.28 Sat Flow, veh/h 3428 3526 1520 1767 3526 1510 1767 2974 527 3428 3526 1518 Grp Volume(v), veh/h 425 763 151 81 554 602 172 360 356 452 215 242 Grp Sat Flow(s),veh/h/ln 1714 1763 1520 1767 1763 1510 1767 1763 1738 1714 1763 1518 Q Serve(g_s), s 14.9 21.6 8.6 5.5 16.4 35.4 11.8 24.0 24.1 15.8 5.7 13.4 Cycle Q Clear(g_c), s 14.9 21.6 8.6 5.5 16.4 35.4 11.8 24.0 24.1 15.8 5.7 13.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 1.00
Lane Grp Cap(c), veh/h 496 1288 555 134 1011 678 202 427 421 534 1002 659 V/C Ratio(X) 0.86 0.59 0.27 0.60 0.55 0.89 0.85 0.84 0.85 0.85 0.21 0.37 Avail Cap(c_a), veh/h 672 1288 555 221 1011 678 362 561 554 870 1294 785 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 31.7 27.6 55.2 37.2 31.8 53.6 44.5 44.5 50.6 33.7 24.0 Incr Delay (d2), s/veh 8.2 0.7 0.3 4.3 0.6 13.6 9.7 8.7 9.1 4.3 0.1 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 6.8 9.0 3.2 2.6 7.2 19.0 5.8 11.5 11.4 7.1 2.5 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 59.7 32.5 27.9 59.5 37.8 45.5 63.4 53.2 53.6 55.0 33.8 24.3 L n G r p L O S ECCEDDEDDDCC
Approach Vol, veh/h 1339 1237 888 909
Approach Delay, s/veh 40.6 43.0 55.3 41.8
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.9 34.6 14.0 50.9 18.8 39.8 23.6 41.2 Change Period (Y+Rc), s 4.7 4.7 4.6 5.8 4.7 4.7 5.8 * 5.8 Max Green Setting (Gmax), s 31.3 39.3 15.4 44.2 25.3 45.3 24.2 * 35 Max Q Clear Time (g_c+I1), s 17.8 26.1 7.5 23.6 13.8 15.4 16.9 37.4 Green Ext Time (p_c), s 1.4 3.8 0.1 5.3 0.3 2.3 0.9 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 44.5
HCM 7th LOS D
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th Signalized Intersection Summary
17: N Fairview Ave & US-101 SB Off-Ramp/US-101 SB On-Ramp 02/06/2026 Future Plus Project PM Synchro 12 Report
DKS Associates Page 7
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 8 0 1 5 2 2 50000 7 0 5 1180 290 835 0 F u t u r e V o l u m e ( v e h / h ) 1 8 0 1 5 2 2 50000 7 0 5 1180 290 835 0 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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 189 16 237 0 742 1242 305 879 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 , % 222 022220
Cap, veh/h 208 18 200 0 2200 967 380 2762 0
Arrive On Green 0.13 0.13 0.13 0.00 0.62 0.62 0.11 0.78 0.00 Sat Flow, veh/h 1648 140 1585 0 3647 1562 3456 3647 0
Grp Volume(v), veh/h 205 0 237 0 742 1242 305 879 0
Grp Sat Flow(s),veh/h/ln 1788 0 1585 0 1777 1562 1728 1777 0 Q Serve(g_s), s 11.0 0.0 12.3 0.0 9.8 60.3 8.4 7.1 0.0
Cycle Q Clear(g_c), s 11.0 0.0 12.3 0.0 9.8 60.3 8.4 7.1 0.0 Prop In Lane 0.92 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 226 0 200 0 2200 967 380 2762 0
V/C Ratio(X) 0.91 0.00 1.18 0.00 0.34 1.28 0.80 0.32 0.00 Avail Cap(c_a), veh/h 226 0 200 0 2200 967 472 2857 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 42.0 0.0 42.6 0.0 8.9 18.6 42.3 3.2 0.0 Incr Delay (d2), s/veh 36.0 0.0 122.1 0.0 0.1 135.9 7.9 0.1 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 7.1 0.0 11.5 0.0 3.5 55.4 4.0 1.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 78.0 0.0 164.6 0.0 9.0 154.4 50.2 3.3 0.0 LnGrp LOS E F A F D A
Approach Vol, veh/h 442 1984 1184
Approach Delay, s/veh 124.5 100.1 15.4
Approach LOS F F B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 15.4 65.0 17.0 80.4
Change Period (Y+Rc), s 4.7 4.7 4.7 4.7
Max Green Setting (Gmax), s 13.3 60.3 12.3 78.3
Max Q Clear Time (g_c+I1), s 10.4 62.3 14.3 9.1
Green Ext Time (p_c), s 0.3 0.0 0.0 7.9
Intersection Summary
HCM 7th Control Delay, s/veh 75.3
HCM 7th LOS E
HCM 7th Signalized Intersection Summary
18: US-101 NB On-Ramp & N Fairview Ave & US-101 NB Off-Ramp 02/06/2026 Future Plus Project PM Synchro 12 Report
DKS Associates Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 590 0 295 0 465 455 0 0 0 0 265 660 Future Volume (veh/h) 590 0 295 0 465 455 0 0 0 0 265 660 I n i t i a l Q ( Q b ) , v e h 000000 000
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 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 0 1856 1856 0 1856 1856 A d j F l o w R a t e , v e h / h 6 4 8000 5 1 1 5 0 0 0 2 9 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 303033 033
Cap, veh/h 974 0 0 854 724 0 0
Arrive On Green 0.28 0.00 0.00 0.00 0.46 0.46 0.00 0.00 0.00 Sat Flow, veh/h 3428 648 0 1856 1572 0
Grp Volume(v), veh/h 648 12.4 0 511 500 0.0
Grp Sat Flow(s),veh/h/ln 1714 B 0 1856 1572
Q Serve(g_s), s 6.1 0.0 7.5 9.3
Cycle Q Clear(g_c), s 6.1 0.0 7.5 9.3
Prop In Lane 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 974 0 854 724
V/C Ratio(X) 0.67 0.00 0.60 0.69
Avail Cap(c_a), veh/h 2358 0 1831 1552
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 11.6 0.0 7.4 7.9
Incr Delay (d2), s/veh 0.8 0.0 0.7 1.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.0 2.0 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.4 0.0 8.1 9.0
LnGrp LOS B A A
Approach Vol, veh/h 1011
Approach Delay, s/veh 8.6
Approach LOS A
Timer - Assigned Phs 7 8
Phs Duration (G+Y+Rc), s 15.2 21.6
Change Period (Y+Rc), s 4.7 4.7
Max Green Setting (Gmax), s 25.3 36.3
Max Q Clear Time (g_c+I1), s 8.1 11.3
Green Ext Time (p_c), s 2.3 5.7
Intersection Summary
HCM 7th Control Delay, s/veh 10.1
HCM 7th LOS B
Notes
Unsignalized Delay for [EBR, SBR] is excluded from calculations of the approach delay and intersection delay.

HCM 7th TWSC
3: Hollister Ave & St Josephs St 01/26/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 1
Intersection
Int Delay, s/veh 0.7
Movement EBU EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 45 15 1190 760 10 10 10
Future Vol, veh/h 45 15 1190 760 10 10 10
Conflicting Peds, #/hr 0 5 0 0 5 0 0
Sign Control Free Free Free Free Free Stop Stop
RT Channelized - - None - None - None
Storage Length - 140 - - - 0 -
Veh in Median Storage, # - - 0 0 - 0 -
Grade, % - - 0 0 - 0 -
Peak Hour Factor 96 96 96 96 96 96 96
Heavy Vehicles, % 3 3 3 3 3 3 3
Mvmt Flow 47 16 1240 792 10 10 10
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 802 807 0 - 0 1547 406
Stage 1 - ---- 8 0 2-
Stage 2 - ---- 7 4 5-
Critical Hdwy 6.46 4.16 - - - 6.86 6.96
C r i t i c a l H d w y S t g 1 ----- 5 . 8 6-
C r i t i c a l H d w y S t g 2 ----- 5 . 8 6-
Follow-up Hdwy 2.53 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 441 807 - - - 104 591
Stage 1 - ---- 3 9 9-
Stage 2 - ---- 4 2 8-
Platoon blocked, % - - -
Mov Cap-1 Maneuver 490 490 - - - 90 589
Mov Cap-2 Maneuver - ---- 9 0-
Stage 1 - ---- 3 4 7-
Stage 2 - ---- 4 2 8-
Approach EB WB SB
HCM Ctrl Dly, s/v 0.64 0 31.49

HCM LOS D
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 490 - - - 157
HCM Lane V/C Ratio 0.128 - - - 0.133
HCM Ctrl Dly (s/v) 13.4 - - - 31.5
HCM Lane LOS B - - - D
HCM 95th %tile Q(veh) 0.4 - - - 0.4
HCM 7th TWSC
7: Ward Dr & CA-217 NB Off-Ramp 01/26/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 2
Intersection
Int Delay, s/veh 9.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 250 45 0 315 275 0
Future Vol, veh/h 250 45 0 315 275 0
Conflicting Peds, #/hr 0 0 1 0 0 1
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 300 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 86 86 86 86 86 86
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 291 52 0 366 320 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 686 320 - 0 - 0
Stage 1 320 -----
Stage 2 366 -----
C r i t i c a l H d w y 6 . 4 2 6 . 2 2----
C r i t i c a l H d w y S t g 1 5 . 4 2-----
C r i t i c a l H d w y S t g 2 5 . 4 2-----
F o l l o w - u p H d w y 3 . 5 1 8 3 . 3 1 8----
Pot Cap-1 Maneuver 413 721 0 - - 0
Stage 1 736 - 0 - - 0
Stage 2 701 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 413 721 ----
Mov Cap-2 Maneuver 413 -----
Stage 1 736 -----
Stage 2 701 -----
Approach EB NB SB
HCM Ctrl Dly, s/v 28.63 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 413 721 -
HCM Lane V/C Ratio - 0.704 0.073 -
HCM Ctrl Dly (s/v) - 31.9 10.4 -
HCM Lane LOS - D B -
HCM 95th %tile Q(veh) - 5.3 0.2 -
HCM 7th TWSC
8: Ward Dr & Ekwill St 01/26/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 3
Intersection
Int Delay, s/veh 4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 75 110 5 100 85
Future Vol, veh/h 5 75 110 5 100 85
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - Stop - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 4 4 4 4 4 4
Mvmt Flow 6 84 124 6 112 96
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 447 126 0 0 129 0
Stage 1 126 -----
Stage 2 320 -----
Critical Hdwy 6.44 6.24 - - 4.14 -
C r i t i c a l H d w y S t g 1 5 . 4 4-----
C r i t i c a l H d w y S t g 2 5 . 4 4-----
Follow-up Hdwy 3.536 3.336 - - 2.236 -
Pot Cap-1 Maneuver 566 919 - - 1444 -
Stage 1 894 -----
Stage 2 731 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 519 919 - - 1444 -
Mov Cap-2 Maneuver 519 -----
Stage 1 894 -----
Stage 2 671 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 9.47 0 4.16

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 895 973 -
HCM Lane V/C Ratio - - 0.1 0.078 -
HCM Ctrl Dly (s/v) - - 9.5 7.7 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0.3 0.3 -
HCM 7th TWSC
9: S Patterson Ave & Ekwill St 01/26/2026
Future Plus Project PM Synchro 12 Report
DKS Associates Page 4
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 5 10 15 5 55 10 150 5 30 320 145
Future Vol, veh/h 70 5 10 15 5 55 10 150 5 30 320 145
C o n f l i c t i n g P e d s , # / h r 000000003300
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 80 80 80 80 80 80 80 80 80 80 80 80
H e a v y V e h i c l e s , % 777777777777
Mvmt Flow 88 6 13 19 6 69 13 188 6 38 400 181
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 781 787 491 697 875 194 581 0 0 197 0 0 Stage 1 566 566 - 219 219 -------
Stage 2 216 222 - 478 656 -------
Critical Hdwy 7.17 6.57 6.27 7.17 6.57 6.27 4.17 - - 4.17 - - C r i t i c a l H d w y S t g 1 6 . 1 7 5 . 5 7- 6 . 1 7 5 . 5 7------- C r i t i c a l H d w y S t g 2 6 . 1 7 5 . 5 7- 6 . 1 7 5 . 5 7------- Follow-up Hdwy 3.563 4.063 3.363 3.563 4.063 3.363 2.263 - - 2.263 - - Pot Cap-1 Maneuver 306 318 568 349 282 835 969 - - 1347 - - Stage 1 500 500 - 772 713 -------
Stage 2 775 711 - 559 454 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 259 299 568 315 266 833 969 - - 1343 - - Mov Cap-2 Maneuver 259 299 - 315 266 -------
Stage 1 479 478 - 759 701 -------
Stage 2 695 698 - 516 435 -------
Approach EB WB NB SB
HCM Ctrl Dly, s/v 25.61 12.62 0.53 0.47

HCM LOS D B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 108 - - 279 566 103 - -
HCM Lane V/C Ratio 0.013 - - 0.381 0.166 0.028 - -
HCM Ctrl Dly (s/v) 8.8 0 - 25.6 12.6 7.8 0 -
HCM Lane LOS A A - D B A A -
HCM 95th %tile Q(veh) 0 - - 1.7 0.6 0.1 - -

GOLETA MODEL • CALIBRATION -VALIDATION MEMORANDUM • APRIL 202 6

ATTACHMENT A. 7

TECHNICAL MEMORANDUM: CATHEDRAL OAKS ROAD

OPERATIONS ANALYSIS

CATHEDRAL OAKS ROAD TRAFFIC ASSESSMENT
DATE: January 31, 2026
TO: Liz “Nina” Buelna | Public Works Director, City of Goleta FROM: Jim Damkowitch | DKS Associates
Sean Carney, TE | DKS Associates
Joel Rabinovitz, PE | DKS Associates
Marcus Reyes, EIT | DKS Associates
SUBJECT: Goleta Model and DIF Update - Cathedral Oaks Road Assessment Project #24675-003

INTRODUCTION
This Traffic Assessment evaluates existing and future traffic conditions along Cathedral Oaks Road in the northwestern portion of the City of Goleta. The study corridor serves residential neighborhoods, Dos Pueblos High School, and currently undeveloped land to the north, including the Glen Annie Golf Course, which is proposed for future residential development. The analysis examines baseline conditions, future conditions with approved and pending development, and future conditions with the proposed residential projects north of Cathedral Oaks Road. The findings are intended to support City staff in making informed decisions related to future development, traffic operations, and potential transportation improvements within the study area.

PROJECT DESCRIPTION
The Traffic Assessment focuses on a 0.8-mile segment of Cathedral Oaks Road in the northwestern portion of the City of Goleta between Glen Annie Road and Evergreen Drive/Northgate Drive. Directly north of the study segment is Glen Annie golf course and south of the segment are single family residential neighborhoods and Dos Pueblos High School. The study includes six intersections as shown in Figure 1. The intersections and their control type are listed below:
1) Cathedral Oaks Road / Glen Annie Road (Signalized)
2) Cathedral Oaks Road / Alameda Avenue (Signalized)
3) Cathedral Oaks Road / Placer Drive (Side-street stop-controlled) 4) Cathedral Oaks Road / King Daniel Lane (Side-street stop-controlled) 5) Cathedral Oaks Road / Royal Linda Drive (Side-street stop-controlled) PROJECT NAME • NAME OF MEMORANDUM • DATE 2

6) Cathedral Oaks Road / Evergreen Drive-Northgate Drive (Side-street stop-controlled) 7) Cathedral Oaks Road / School Driveway (Side-street stop-controlled) This study considers the baseline and future year conditions to provide information necessary for City staff to make informed decisions on how development in the north part of the City may affect the operations of the surrounding areas.

Source: Google Earth
FIGURE 1: PROJECT LOCATION

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 3

BACKGROUND
Cathedral Oaks Road is an east-west roadway running parallel to and north of US 101. It provides access to much of the northern Goleta, Eastern Goleta Valley, and the City of Santa Barbara. The study segment is classified as a minor arterial by the Goleta General Plan/Costal Land Use Plan.

Cathedral Oaks Road has one travel lane in each direction and a Class II buffered bike lane on both sides of the roadway. A Class I multi-use path runs parallel to and north of Cathedral Oaks Road through most of the study segment. Sidewalk is continuous on the south side of the roadway.

Pedestrian crossings occur at Northgate Drive/Evergreen Drive and the two signalized intersections.

Intersection lane configuration and control type are shown in Figure 2 below.

FIGURE 2: LANE CONFIGURATION AND CONTROL TYPE

PURPOSE AND NEED
The purpose of this project is to provide an assessment of future conditions and impacts of development in the north part of the City of Goleta and provide improvement recommendations, if necessary, to the City staff as future developments are constructed.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 4

METHODOLOGY

INTERSECTION LEVEL OF SERVICE AND OPERATIONS
Traffic operations were analyzed for the weekday AM and PM peak hours under the existing, future no-development, and future development conditions. This analysis was conducted using the Synchro (v12) software. The operational analysis examines intersection delay and level of service as well as the 95th percentile queue lengths. The detailed Synchro LOS and queuing reports for all alternatives and conditions can be found in Appendix A through Appendix D.

The quality of operations of roadway facilities is described in terms of level of service (LOS). LOS is a qualitative description of traffic flow based on factors such as speed, travel time, delay, and freedom to maneuver. Six service levels are defined, ranging from LOS A, the best operating conditions, to LOS F, the worst operating conditions. LOS E corresponds to “at or near capacity” operations. When demand exceeds capacity, stop-and-go conditions result, and operations are designated LOS F. The delay thresholds and corresponding LOS values for intersections are presented in Table 1. LOS analysis is included for consistency with the City of Goleta General Plan. The Circulation policy provides the standard for acceptable levels of service within the City. LOS C is used as the LOS standard for this for both signalized and unsignalized intersections.

For signalized intersection analyses, LOS is based on the average control delay per vehicle for all vehicles entering an intersection. The minimum green time, yellow and all-red intervals, and pedestrian timings for the signal timing operations of the two signalized intersections were assumed using the tables and formulas found in the California Manual on Uniform Traffic Control Devices (CA MUTCD), 2014 Edition. Cycle lengths and phase splits were optimized for both baseline and future conditions. For side-street stop-controlled, the LOS is based on the worst movement’s average control delay. Control delay includes the initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.

TABLE 1: INTERSECTION LEVEL OF SERVICE CRITERIA
Source: HCM 7th Edition, Transportation Research Board

LEVEL OF SERVICE
(LOS)

CONTROL DELAY PER VEHICLE (SECONDS/VEHICLE)

UNSIGNALIZED INTERSECTION SIGNALIZED INTERSECTION
A < 10 < 10
B > 10 – 15 > 10 – 20
C > 15 – 25 > 20 – 35
D > 25 – 35 > 35 – 55
E > 35 – 50 > 55 – 80
F > 50 > 80

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 5

TRAVEL DEMAND MODEL AND FORCASTING
The City of Goleta uses PTV VISUM for their travel model. The Goleta Travel Model was recently updated in August 2025 including updating the baseline land use from 2013 to 2024. In addition, the Existing Plus Approved and Pending (EPAP) land uses are reflected in the Model’s GPU Land Use file forecasted to 2050.

Future traffic conditions were forecasted using the difference (delta) method, consistent the NCHRP Report 765, Analytical Travel Forecasting Approaches for Project-Level Planning and Design, 2014, was used to forecast future conditions. This method uses the difference between the 2024 baseline year and 2050 future year to the existing turning movement counts gathered recently for this study.

Two housing developments are planned north of Cathedral Oaks Road: A 60-unit single-family housing development between Evergreen Drive/Northgate Drive and King Daniel Lane, and a 1,000- unit single-family housing development to replace the current Glen Annie Golf Course. Together, these developments generate a combined 716 and 844 trips during the a.m. and p.m. peak hours, respectively (using the fitted curve provided in the ITE Trip Generation Manual, 12th Edition, Vol. 3, Land Use Code 210). The trips generated and trip distribution derived from the Goleta Travel Model were generally similar to the ITE Trip Generation Manual, although the model produced higher trips.

Therefore, to be conservative, the model-based volumes were used for the future analysis.

The potential developments north of Cathedral Oaks Road add north legs to two intersections: 1) Cathedral Oaks Road / Alameda Avenue and 2) Cathedral Oaks Road / King Daniel Lane.

EXISTING CONDITIONS

DATA OVERVIEW
Turning movement counts were collected during the a.m. (7-9 a.m.) and p.m. (4-6 p.m.) peak period of a typical weekday (Tuesday, Wednesday, or Thursday) to assess the existing conditions in the study area. Data collection for the intersections at Glen Annie Road and Alameda Avenue were conducted in May 2024 through previous data collection efforts and were balanced with the remaining intersection counts. The remaining five intersection counts were collected in December 2025. Figure 3 below shows the a.m. peak hour and p.m. peak hour turning movement volumes for the study segment.

In addition to turning movement counts, a 24-hour count was conducted over three consecutive weekdays in May 2024 is shown in Figure 4. Three peaks are observed: 8 a.m. (AM Peak), 12 p.m. (Lunch), and 3 p.m. (PM Peak). The average daily traffic (ADT) recorded at the study segment is approximately 9,000 vehicles per day, with traffic distributed evenly in both directions.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 6

*Volumes for Glen Annie Rd and Alameda Ave were recorded Spring of 2024 FIGURE 3: EXISTING (2025) A.M. AND P.M. PEAK VOLUMES

FIGURE 4: 24-HOUR VEHICLE COUNT FOR CATHEDRAL OAKS
RTTH TH TH THRT TH LT LT LT LT LTLT LT TH RT LT RT LT LT RT LT RTTH TH TH THRT RT RT RTRTTH TH THLT RT TH LT LT LTLTRTLTRTRTTH TH THRT RT RTTraffic SignalStop SignExisting (2025) A.M. (P.M.) Peak Volumes*Cathedral Oaks Road from Glen Annie Drive to Northgate/Evergreen DriveCity of GoletaLEGEND7. School DW & Cathedral Oaks Rd308 (404)184 (15)372 (198)124 (197)31 (66)82 (82)21 (61)11 (12)297 (218)188 (165)34 (50)1 (4) 2 (11)64 (48)308 (200)0 (0)5 (3)224 (135)10 (14)3 (6)8 (25)141 (312) 113 (232)24 (15)6 (5)0 (0)1. Glen Annie Rd & Cathedral Oaks Rd 2. Alameda Ave & Cathedral Oaks Rd250 (199)81 (35)11 (22)7 (15)25 (47)9 (31)284 (209)57 (109)248 (201)3. Placer Dr & Cathedral Oaks Rd 4. King Daniel Ln & Cathedral Oaks Rd5. Royal Linda Dr & Cathedral Oaks Rd 6. Northgate/Evergreen & Cathedral Oaks Rd313 (201)2 (1)7 (7)0 (0)142 (307)6 (8)0 (0)274 (193)33 (16)77 (43)43 (17)115 (64)117 (302)15 (27)153 (65)186 (295)122 (65)STOPSTOPSTOPSTOPSTOPSTOPSTOP 02004006008001000120012 AM1 AM2 AM3 AM4 AM5 AM6 AM7 AM8 AM9 AM10 AM11 AM12 PM1 PM2 PM3 PM4 PM5 PM6 PM7 PM8 PM9 PM10 PM11 PM

VEHICLE COUNTEB-WBEBWB

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 7

EXISTING CONDITIONS ANALYSIS
Table 2 summarizes the level of service (LOS) and average vehicle delay for the existing a.m. and p.m. peak hours. Based on the results, all study intersections meet the City of Goleta’s standard of LOS C or better for signalized and unsignalized intersections established on their 2006 General Plan.

Table 3 summarizes the 95th percentile queue at signalized intersections. As shown, the northbound left (NBL) at Glen Annie Road exceeds available storage during the a.m. and p.m. peaks with the a.m. peak experiencing longer queueing. 95th percentile queue values shown in the table are rounded to the nearest five foot.

TABLE 2: EXISTING (2025) INTERSECTION LEVEL OF SERVICE SUMMARY

INTERSECTION

AM PEAK PM PEAK

LOS A DELAY
(SEC) LOS A DELAY
(SEC)
1) GLEN ANNIE DRIVE &
CATHEDRAL OAKS ROAD C 28.2 B 16.7
2) ALAMEDA AVENUE &
CATHEDRAL OAKS ROAD B 14.5 A 7.7
3) PLACER DRIVE &
CATHEDRAL OAKS ROAD B [NB] 12.9 B [NB] 11.1
4) KING DANIEL LANE &
CATHEDRAL OAKS ROAD B [NB] 10.5 A [NB] 9.7
5) RIO LINDA DRIVE &
CATHEDRAL OAKS ROAD B [NB] 10.3 A [NB] 9.4
6) NORTHGATE/EVERGREEN

DRIVE & CATHEDRAL OAKS
ROAD
B [SB] 12.3 B [SB] 13.4
7) SCHOOL DRIVEWAY &
CATHEDRAL OAKS ROAD B [NB] 12.2 B [NB] 11.3
Note:

A. For signalized intersections, the LOS is reported for the overall intersection. For unsignalized intersections, the LOS reported is for the worst movement/approach.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 8

TABLE 3: EXISTING (2025) 95TH PERCENTILE INTERSECTION QUEUE RESULTS

INTERSECTION TURNING

MOVEMENT

STORAGE

LENGTH (FT)
95TH PERCENTILE QUEUE (FT) A

AM PEAK PM PEAK
1) GLEN ANNIE DRIVE
& CATHEDRAL OAKS
ROAD
EBL 290 25 25
WBL 200 75 120
NBL 80 240 175
SBL 60 15 35
2) ALAMEDA AVENUE
& CATHEDRAL OAKS
ROAD
WBL 260 90 40
Note:

A. Red indicates 95th percentile queue exceeds storage.

The Synchro 12 HCM reports for the existing conditions can be found in Appendix A.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 9

FUTURE (2050) CONDITIONS

FUTURE FORCASTING
Using the methodology discussed in the earlier section, Figure 5 and Figure 6 below summarizes the forecasted volumes without and with the developments on Cathedral Oaks Road.

*Forecast volumes were rounded to the nearest non-zero multiple of 5.

FIGURE 5: FUTURE (2050) NO DEVELOPMENT A.M. AND P.M. PEAK VOLUMES

*Forecast volumes were rounded to the nearest non-zero multiple of 5.

FIGURE 6: FUTURE (2050) WITH DEVELOPMENTS A.M. AND P.M. PEAK VOLUMES RTTH TH TH THRT TH LT LT LT LT LTLT LT TH RT LT TH RT LT TH RT LT TH RTTH TH TH THRT RT RT RTRTTH TH THLT RT TH LT LT RT TH LT LTLT TH RT LT LT TH RT TH RTTH TH THRT RT RTLEGENDTraffic SignalStop Sign150 (235)5 (5) 10 (20) 35 (80)City of Goleta325 (270)5 (5)5 (5)240 (185)15 (25)5 (5)65 (70)440 (200)5 (15)Future (2050) No Development A.M. (P.M.) Peak Volumes*165 (310) 115 (220) 370 (405)5 (5) 40 (60) 220 (20)Cathedral Oaks Road from Glen Annie Drive to Northgate/Evergreen Drive25 (20)10 (25)5. Royal Linda Dr & Cathedral Oaks Rd 6. Northgate/Evergreen & Cathedral Oaks Rd 7. School DW & Cathedral Oaks Rd5 (5)5 (5)330 (270)5 (5)5 (5)245 (180) 95 (45) 40 (20) 5 (5)200 (90)295 (260)35 (15)75 (45)15 (15)335 (300)250 (195)40 (50)85 (205)280 (260)25 (35)100 (115) 140 (70) 115 (60) 5 (10)10 (25)335 (200) 230 (330) 140 (300) 165 (310)1. Glen Annie Rd & Cathedral Oaks Rd 2. Alameda Ave & Cathedral Oaks Rd 3. Placer Dr & Cathedral Oaks Rd 4. King Daniel Ln & Cathedral Oaks Rd5 (15)30 (45)10 (40)STOPSTOPSTOPSTOPSTOPSTOPSTOPRT RT RTTH TH TH THRT TH LT LT RT TH LT LT LT RT TH LT LTLT LT TH RT LT LT TH RT LT TH RT LT LT TH RTTH TH TH THRT RT RT RTRTTH TH THLT RT TH LT LT RT TH LT LTLT TH RT LT LT TH RT TH RTTH TH THRT RT RTLEGENDTraffic SignalStop Sign150 (235)5 (5) 10 (20) 60 (105)City of Goleta310 (270)5 (5)5 (5)220 (185)15 (25)5 (5)65 (70)505 (305)5 (15)Future (2050) With Developments A.M. (P.M.) Peak Volumes*185 (255) 135 (235) 420 (505)5 (5) 40 (55) 230 (20)Cathedral Oaks Road from Glen Annie Drive to Northgate/Evergreen Drive25 (20)10 (20)5. Royal Linda Dr & Cathedral Oaks Rd 6. Northgate/Evergreen & Cathedral Oaks Rd 7. School DW & Cathedral Oaks Rd5 (5)5 (5)310 (265)5 (5)5 (5)5 (10)200 (230) 105 (40) 40 (20) 5 (5)20 (100)60 (35)305 (265)35 (15)75 (45)35 (30) 20 (45) 5 (5)415 (280)270 (225)55 (175)85 (165)255 (225)40 (95)75 (110) 140 (65) 115 (60) 5 (10)15 (35) 75 (220) 10 (30)355 (265) 205 (215) 165 (260) 180 (240) 5 (15)5 (5)30 (15)1. Glen Annie Rd & Cathedral Oaks Rd 2. Alameda Ave & Cathedral Oaks Rd 3. Placer Dr & Cathedral Oaks Rd 4. King Daniel Ln & Cathedral Oaks Rd50 (35)110 (90)40 (45)35 (15)50 (10)280 (150)STOPSTOPSTOPSTOPSTOPSTOPSTOPSTOP

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 10

FUTURE CONDITION ANALYSIS
Future conditions were analyzed without and with the two planned developments to evaluate their potential impacts on traffic operations along Cathedral Oaks Road.

FUTURE CONDITIONS (2050)
Table 4 summarizes the LOS and average delays for the a.m. and p.m. peak hours for each intersection and the school driveway. The LOS at all study intersections remains consistent with Existing conditions, with minor increases in delay. However, the LOS of Northgate Drive/Evergreen Drive increased from LOS B to LOS C for the southbound approach during the p.m. peak hour, and it is within the City of Goleta’s mobility standard.

The 95th percentile queue is summarized in Table 5. As in the Existing conditions, the NBL queue exceeds available storage at Glen Annie Road and has longer queues in the future. The 95th percentile queue values shown in the table are rounded to the nearest five foot.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 11

TABLE 4: FUTURE (2050) NO DEVELOPMENT INTERSECTION LEVEL OF SERVICE SUMMARY

INTERSECTION PEAK
PERIOD
EXISTING (2025) FUTURE (2050) NO

DEVELOPMENT
LOSA Delay (sec) LOSA Delay (sec)
1) GLEN ANNIE DRIVE &

CATHEDRAL OAKS ROAD
AM C 28.2 C 21.9
PM B 16.7 B 18.7
2) ALAMEDA AVENUE &

CATHEDRAL OAKS ROAD
AM B 14.5 B 17.3
PM A 7.7 A 8.8
3) PLACER DRIVE &

CATHEDRAL OAKS ROAD
AM B [NB] 12.9 B [NB] 13.4
PM B [NB] 11.1 B [NB] 11.6
4) KING DANIEL LANE &

CATHEDRAL OAKS ROAD
AM B [NB] 10.5 B [NB] 10.9
PM A [NB] 9.7 B [NB] 11.0
5) RIO LINDA DRIVE &

CATHEDRAL OAKS ROAD
AM B [NB] 10.3 B [NB] 11.1
PM A [NB] 9.4 B [NB] 10.9
6) NORTHGATE/EVERGREEN

DRIVE & CATHEDRAL OAKS
ROAD
AM B [SB] 12.3 B [SB] 13.3
PM B [SB] 13.4 C [SB] 15.3
7) SCHOOL DRIVEWAY &

CATHEDRAL OAKS ROAD
AM B [NB] 12.2 B [NB] 13.8
PM B [NB] 11.3 B [NB] 13.1
Note:

A. For signalized intersections, the LOS is reported for the overall intersection. For unsignalized intersections, the LOS reported is for the worst movement/approach.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 12

TABLE 5: FUTURE (2050) NO DEVELOPMENT 95TH PERCENTILE QUEUE RESULTS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FT)
95TH PERCENTILE QUEUE (FT)A
EXISTING (2025)

CONDITIONS
FUTURE (2050) NO

DEVELOPMENT

AM PEAK PM PEAK AM PEAK PM PEAK
1) GLEN ANNIE

DRIVE &

CATHEDRAL

OAKS ROAD
EBL 290 25 25 35 30
WBL 200 75 120 130 140
NBL 80 240 175 260 200
SBL 60 15 35 20 50
2) ALAMEDA

AVENUE &

CATHEDRAL

OAKS ROAD
WBL 260 90 40 100 50
Note:

A. Red indicates 95th percentile queue exceeds storage.

The Synchro 12 HCM reports for the future conditions without development can be found in Appendix B.

FUTURE CONDITIONS (2050) WITH CATHEDRAL OAKS DEVELOPMENTS The Synchro model was modified to be consistent with the Goleta Travel Model GPU 2050 turning movement volume outputs. This modification included the addition of northern legs at the intersections of Alameda Avenue and King Daniel Lane to provide access to future development.

Signal operations at Alameda Avenue are coded for split-phased operation since it is not apparent if the current geometry can accommodate concurrent left turn operations. The results of the intersection performance are summarized in Table 6. With the addition of the housing developments north of Cathedral Oaks Road, both signalized intersections are expected to suffer in performance based on LOS if no improvements are implemented. However, all study intersections are within the City’s standard. In addition, operations at the school driveway along the south side of Cathedral Oaks Road decline from LOS B to LOS C during the a.m. peak.

Due to the increased demand at the intersection at Alameda Avenue, the 95th percentile queue lengths have increased and potentially long queues in the southbound left if adequate queue management is not provided. The northbound left queue at Glen Annie Road has increased by 100 ft during the a.m. compared to a no development scenario. A summary of the 95th percentile queue can be seen in Table 7.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 13

TABLE 6: INTERSECTION LEVEL OF SERVICE SUMMARY FOR FUTURE (2050) WITH CATHEDRAL

OAKS DEVELOPMENTS

INTERSECTION PEAK
PERIOD
FUTURE (2050)

NO DEVELOPMENT DEVELOPMENT
LOSA Delay (sec) LOSA Delay (sec)
1) GLEN ANNIE DRIVE &

CATHEDRAL OAKS ROAD
AM C 21.9 C 31.4
PM B 18.7 C 23.8
2) ALAMEDA AVENUE &

CATHEDRAL OAKS ROAD
AM B 17.3 C 31.5
PM A 8.8 C 22.0
3) PLACER DRIVE &

CATHEDRAL OAKS ROAD
AM B [NB] 13.7 B [NB] 13.5
PM B [NB] 11.6 B [NB] 11.6
4) KING DANIEL LANE &

CATHEDRAL OAKS ROAD
AM B [NB] 10.9 B [SB] 14.0
PM B [NB] 11.0 B [SB] 12.9
5) RIO LINDA DRIVE &

CATHEDRAL OAKS ROAD
AM B [NB] 11.1 B [NB] 11.0
PM B [NB] 10.9 B [NB] 10.7
6) NORTHGATE/EVERGREEN

DRIVE & CATHEDRAL OAKS
ROAD
AM B [SB] 13.3 B [SB] 13.8
PM C [SB] 15.3 B [SB] 14.0
7) SCHOOL DRIVEWAY &

CATHEDRAL OAKS ROAD
AM B [NB] 13.8 C [NB] 15.3
PM B [NB] 13.1 B [NB] 13.9
Note:

A. For signalized intersections, the LOS is reported for the overall intersection. For unsignalized intersections, the LOS reported is for the worst movement/approach.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 14

TABLE 7: 95TH PERCENTILE QUEUE FOR FUTURE (2050) CONDITIONS WITH CATHEDRAL OAKS

DEVELOPMENTS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FT)
95TH PERCENTILE QUEUE (FT)A

FUTURE NO

DEVELOPMENTS

FUTURE WITH

DEVELOPMENTS

AM PEAK PM PEAK AM PEAK PM PEAK
1) GLEN ANNIE

DRIVE &

CATHEDRAL

OAKS ROAD
EBL 290 35 30 75 50
WBL 200 130 140 135 130
NBL 80 260 200 360 230
SBL 60 20 50 60 60
2) ALAMEDA

AVENUE &

CATHEDRAL

OAKS ROAD
EBL 80 N/A N/A 40 70
WBL 260 100 50 160 90
NBL 80 N/A N/A 60 115
SBL 250 N/A N/A 280 170
Note:

A. Red indicates 95th percentile queue exceeds storage.

The Synchro 12 HCM reports for the future conditions with development can be found in Appendix C.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 15

SUMMARY
Based on the results of the Goleta Travel Model and the Synchro 12 software, existing and future conditions without and with developments meet the City’s LOS standard. However, development north of Cathedral Oaks Road is still expected to negatively impact performance of how both signalized intersections manage queues and minor impacts at the remaining study intersections if no other improvements are implemented.

POTENTIAL INTERSECTION IMPROVEMENTS
Improvements are needed with the addition of the two developments north of Cathedral Oaks Road.

While all intersections are operating within the City of Goleta’s LOS standard, the intersections cannot accommodate queues. These improvements address queue management, increased performance, and safety concerns due to the influx of vehicles in the area. Improvements are suggested below.

Glen Annie Road & Cathedral Oaks Road
 Due to the high volume of eastbound right turning vehicles, a right turn pocket of at least 200 ft is suggested to provide an opportunity for right-turning vehicles to bypass the through queue at the intersection. Results have shown that the shared eastbound-through- right movement is nearing capacity.
 The northbound left turn lane pocket should be extended to at least 250 ft due to the influx of left turning vehicles. Increasing the storage length will help the efficiency of the intersection by reducing spillback at the mainline.

Alameda Avenue & Cathedral Oaks Road
 At its current configuration, adding a fourth leg at Alameda Avenue & Cathedral Oaks Road would not appear to accommodate concurrent left turn operations. When development is built in the north side, developers should be responsible for the necessary intersection improvements to accommodate concurrent lefts.

School Driveway East of Alameda Avenue
 The driveway directly east of Alameda Avenue is currently performing within the City’s standards. However, with the increase in both vehicular and pedestrian activity north of Cathedral Oaks Road and the proximity to a signalized intersection, a signal warrant should be performed.

An analysis of the potential effects of these improvements is shown below. Intersection performance and 95th percentile queue summaries for intersection improvements are found in Table 8 and Table 9 respectively. The improvements have the potential to decrease the LOS at Glen Annie Road back to the future without development conditions and signalizing the school driveway increases efficiency.

LOS did not decrease at Alameda Avenue, but the queue lengths have been managed.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 16

TABLE 8: INTERSECTION LEVEL OF SERVICE SUMMARY FOR FUTURE (2050) CONDITIONS WITH

CATHEDRAL OAKS DEVELOPMENTS AND PROPOSED INTERSECTION IMPROVEMENTS

INTERSECTION PEAK
PERIOD
FUTURE (2050)

NO DEVELOPMENT DEVELOPMENT

DEVELOPMET
WITH

IMPROVEMENTS
LOSA Delay
(sec) LOSA Delay
(sec) LOSA Delay
(sec)
1) GLEN ANNIE DRIVE &

CATHEDRAL OAKS ROAD
AM C 21.9 C 31.4 C 20.5
PM B 18.7 C 23.8 B 17.2
2) ALAMEDA AVENUE &

CATHEDRAL OAKS ROAD
AM B 17.3 C 31.5 C 32.1
PM A 8.8 C 22.0 C 21.9
3) PLACER DRIVE &

CATHEDRAL OAKS ROAD
AM B [NB] 13.7 B [NB] 13.5 B [NB] 13.5
PM B [NB] 11.6 B [NB] 11.6 B [NB] 11.6
4) KING DANIEL LANE &

CATHEDRAL OAKS ROAD
AM B [NB] 10.9 B [SB] 14.0 B [SB] 14.0
PM B [NB] 11.0 B [SB] 12.9 B [SB] 12.9
5) RIO LINDA DRIVE &

CATHEDRAL OAKS ROAD
AM B [NB] 11.1 B [NB] 11.0 B [NB] 11.0
PM B [NB] 10.9 B [NB] 10.7 B [NB] 10.7
6) NORTHGATE/EVERGREEN

DRIVE & CATHEDRAL OAKS
ROAD
AM B [SB] 13.3 B [SB] 13.8 B [SB] 13.8
PM C [SB] 15.3 B [SB] 14.0 B [SB] 14.0
7) SCHOOL DRIVEWAY &

CATHEDRAL OAKS ROAD
AM B [NB] 13.8 C [NB] 15.3 B 12.2
PM B [NB] 13.1 B [NB] 13.9 A 7.2
Note:

A. For signalized intersections, the LOS is reported for the overall intersection. For unsignalized intersections, the LOS reported is for the worst movement/approach.

CATHEDRAL OAKS ROAD TRAFFIC ASSESMENT • JANUARY 2026 17

TABLE 9: 95TH PERCENTILE QUEUE FOR FUTURE (2050) CONDITIONS WITH CATHEDRAL OAKS

DEVELOPMENTS AND POTENTIAL INTERSECTION IMPROVEMENTS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FT)
FUTURE (2050) 95TH PERCENTILE QUEUE (FT)A

NO DEVELOPMENT DEVELOPMENT

DEVEOPMENT
WITH

IMPROVEMENTS
AM
PEAK
PM
PEAK
AM
PEAK
PM
PEAK
AM
PEAK
PM
PEAK
1) GLEN

ANNIE DRIVE
& CATHEDRAL

OAKS ROAD
EBL 290 35 30 75 50 60 50
EBRB 200 N/A N/A N/A N/A 50 40
WBL 200 130 140 135 130 101 125
NBL 80/250 C 260 200 360 230 250 200
SBL 60 20 50 60 60 40 50
2) ALAMEDA

AVENUE &

CATHEDRAL

OAKS ROAD
EBL 80 N/A N/A 40 70 30 60
WBL 260 100 50 160 90 150 80
NBL 80/100 D N/A N/A 60 115 55 100
SBL 250 N/A N/A 280 170 265 150
7) SCHOOL

DRIVEWAY &

CATHEDRAL

OAKS ROAD
WBL 200 N/A N/A N/A N/A 135 19
Note:

A. Red indicates 95th percentile queue exceeds storage.

B. Potential Addition of an EBR turn pocket at Glen Annie Drive.

C. Potential extension of NBL turn pocket.

D. Potential increase in storage with intersection expansion.

The Synchro 12 HCM reports for the future conditions with developments and potential improvements can be found in Appendix D.

PROJECT NAME • NAME OF MEMORANDUM • DATE

APPENDIX

CONTENTS
APPENDIX A: SYNCHRO 12 HCM 7 REPORTS – EXISTING CONDITIONS APPENDIX B: SYNCHRO 12 HCM 7 REPORTS – FUTURE NO DEVELOPMENT APPENDIX B: SYNCHRO 12 HCM 7 REPORTS – FUTURE WITH DEVELOPMENT APPENDIX D: SYNCHRO 12 HCM 7 REPORTS - FUTURE WITH DEVELOPMENT +

IMPROVEMENTS

PROJECT NAME • NAME OF MEMORANDUM • DATE

APPENDIX A: SYNCHRO 12 HCM 7 REPORTS – EXISTING

CONDITIONS

Queues
1: Glenn Annie Rd & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 16 713 84 434 365 171 13 47
v/c Ratio 0.11 0.89 0.45 0.45 0.85 0.28 0.04 0.08
Control Delay (s/veh) 47.2 38.8 51.8 17.1 51.5 11.0 25.9 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 47.2 38.8 51.8 17.1 51.5 11.0 25.9 21.8 Queue Length 50th (ft) 10 409 54 144 228 24 6 17
Queue Length 95th (ft) 24 366 77 195 239 40 16 33
Internal Link Dist (ft) 1258 1351 748 569
Turn Bay Length (ft) 290 200 80 60
Base Capacity (vph) 231 985 240 1134 530 726 445 704
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 0.07 0.72 0.35 0.38 0.69 0.24 0.03 0.07 Intersection Summary
HCM 7th Signalized Intersection Summary
1: Glenn Annie Rd & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 11 297 188 57 284 11 248 34 82 9 25 7 Future Volume (veh/h) 11 297 188 57 284 11 248 34 82 9 25 7 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) 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 16 437 276 84 418 16 365 50 0 13 37 10 Peak Hour Factor 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 46 483 305 109 861 33 483 583 481 442 119
Arrive On Green 0.03 0.45 0.45 0.06 0.48 0.48 0.31 0.31 0.00 0.31 0.31 0.31 Sat Flow, veh/h 1795 1080 682 1795 1804 69 1369 1885 0 1366 1429 386 Grp Volume(v), veh/h 16 0 713 84 0 434 365 50 0 13 0 47 Grp Sat Flow(s),veh/h/ln1795 0 1762 1795 0 1873 1369 1885 0 1366 0 1816 Q Serve(g_s), s 0.7 0.0 32.0 3.9 0.0 13.5 22.0 1.6 0.0 0.6 0.0 1.6 Cycle Q Clear(g_c), s 0.7 0.0 32.0 3.9 0.0 13.5 23.5 1.6 0.0 2.2 0.0 1.6 Prop In Lane 1.00 0.39 1.00 0.04 1.00 0.00 1.00 0.21
Lane Grp Cap(c), veh/h 46 0 788 109 0 894 483 583 481 0 562 V/C Ratio(X) 0.34 0.00 0.90 0.77 0.00 0.49 0.76 0.09 0.03 0.00 0.08 Avail Cap(c_a), veh/h 229 0 948 238 0 1017 583 721 574 0 685 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh40.8 0.0 21.9 39.5 0.0 15.2 29.2 20.9 0.0 21.7 0.0 20.9 Incr Delay (d2), s/veh 4.3 0.0 10.6 10.8 0.0 0.4 4.6 0.1 0.0 0.0 0.0 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.0 14.6 2.0 0.0 5.1 7.3 0.7 0.0 0.2 0.0 0.6 Unsig. Movement Delay, s/veh 20.60
LnGrp Delay(d), s/veh 45.2 0.0 32.5 50.3 0.0 15.6 33.8 21.0 20.6 21.7 0.0 21.0 LnGrp LOS D C D B C C C C C
Approach Vol, veh/h 729 518 536 60
Approach Delay, s/veh 32.8 21.2 29.6 21.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.9 43.2 32.2 7.3 45.8 32.2
Change Period (Y+Rc), s4.7 5.1 5.8 5.1 * 5.1 * 5.8
Max Green Setting (Gmax), s11.3 45.9 32.2 10.9 * 46 * 33 Max Q Clear Time (g_c+I1), s5.9 34.0 4.2 2.7 15.5 25.5
Green Ext Time (p_c), s 0.1 4.1 0.2 0.0 2.5 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 28.2
HCM 7th LOS C
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is included in calculations of the approach delay and intersection delay.

Queues
2: Alameda Ave & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 3 ends

Lane Group EBT WBL WBT NBL NBR
Lane Group Flow (vph) 480 167 255 48 210
v/c Ratio 0.70 0.47 0.20 0.20 0.26
Control Delay (s/veh) 18.8 25.5 3.6 23.5 3.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 18.8 25.5 3.6 23.5 3.2
Queue Length 50th (ft) 111 45 22 13 0
Queue Length 95th (ft) 149 91 36 35 18
Internal Link Dist (ft) 660 399 500
Turn Bay Length (ft) 260 120
Base Capacity (vph) 1674 353 1845 872 883
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.29 0.47 0.14 0.06 0.24
Intersection Summary
HCM 7th Signalized Intersection Summary
2: Alameda Ave & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 4 ends

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 250 101 122 186 35 153
Future Volume (veh/h) 250 101 122 186 35 153
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 342 138 167 255 48 210
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 456 184 241 1120 319 284
Arrive On Green 0.36 0.36 0.14 0.60 0.18 0.18
Sat Flow, veh/h 1257 507 1767 1856 1767 1572
Grp Volume(v), veh/h 0 480 167 255 48 210
Grp Sat Flow(s),veh/h/ln 0 1764 1767 1856 1767 1572
Q Serve(g_s), s 0.0 10.7 4.0 2.8 1.0 5.7
Cycle Q Clear(g_c), s 0.0 10.7 4.0 2.8 1.0 5.7
Prop In Lane 0.29 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 639 241 1120 319 284
V/C Ratio(X) 0.00 0.75 0.69 0.23 0.15 0.74
Avail Cap(c_a), veh/h 0 1960 405 2698 999 889
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 12.5 18.5 4.1 15.5 17.4
Incr Delay (d2), s/veh 0.0 1.8 3.5 0.1 0.2 3.8
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 3.7 1.7 0.6 0.4 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 14.3 22.0 4.2 15.7 21.2
LnGrp LOS B C A B C
Approach Vol, veh/h 480 422 258
Approach Delay, s/veh 14.3 11.3 20.2
Approach LOS B B C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s10.8 21.4 32.2 12.7
Change Period (Y+Rc), s4.7 5.1 * 5.1 4.6
Max Green Setting (Gmax), s10.3 49.9 * 65 25.4
Max Q Clear Time (g_c+I1), s6.0 12.7 4.8 7.7
Green Ext Time (p_c), s 0.2 3.6 1.7 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 14.5
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th TWSC
3: Placer Drive & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 5 ends

Intersection
Int Delay, s/veh 3.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 274 46 115 117 33 77
Future Vol, veh/h 274 46 115 117 33 77
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 160 - 0 -
Veh in Median Storage, #0 - - 0 1 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 84 80 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 326 58 137 139 39 92
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 384 0 768 355
Stage 1 - - - - 355 -
Stage 2 - - - - 413 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1175 - 370 689
Stage 1 - - - - 710 -
Stage 2 - - - - 668 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1175 - 327 689
Mov Cap-2 Maneuver- - - - 441 -
Stage 1 - - - - 710 -
Stage 2 - - - - 590 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 4.2 12.85

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 589 - - 1175 -
HCM Lane V/C Ratio 0.222 - - 0.117 -
HCM Ctrl Dly (s/v) 12.8 - - 8.5 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.8 - - 0.4 -
HCM 7th TWSC
4: King Daniel Ln & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 313 0 8 142 2 7
Future Vol, veh/h 313 0 8 142 2 7
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 60 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 348 0 9 158 2 8
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 348 0 523 348
Stage 1 - - - - 348 -
Stage 2 - - - - 176 -
Critical Hdwy - - 4.13 - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy - - 2.227 - 3.5273.327
Pot Cap-1 Maneuver - - 1206 - 512 693
Stage 1 - - - - 713 -
Stage 2 - - - - 853 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1206 - 509 693
Mov Cap-2 Maneuver- - - - 580 -
Stage 1 - - - - 713 -
Stage 2 - - - - 846 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.43 10.5

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 664 - - 1206 -
HCM Lane V/C Ratio 0.015 - - 0.007 -
HCM Ctrl Dly (s/v) 10.5 - - 8 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 7th TWSC
5: Royal Linda Dr & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 7 ends

Intersection
Int Delay, s/veh 0.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 308 1 3 141 0 5
Future Vol, veh/h 308 1 3 141 0 5
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 87 87 87 87 87 87
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 354 1 3 162 0 6
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 355 0 524 355
Stage 1 - - - - 355 -
Stage 2 - - - - 169 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1204 - 514 689
Stage 1 - - - - 710 -
Stage 2 - - - - 861 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1204 - 512 689
Mov Cap-2 Maneuver- - - - 583 -
Stage 1 - - - - 710 -
Stage 2 - - - - 858 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.17 10.27

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 689 - - 1204 -
HCM Lane V/C Ratio 0.008 - - 0.003 -
HCM Ctrl Dly (s/v) 10.3 - - 8 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 7th TWSC
6: Evergreen Dr/Northgate Dr & Cathedral Oaks Rd 02/01/2026 Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 8 ends

Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 221 2 20 113 8 10 0 64 24 0 6
Future Vol, veh/h 3 221 2 20 113 8 10 0 64 24 0 6
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 160 - - 80 - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 248 2 22 127 9 11 0 72 27 0 7
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All136 0 0 251 0 0 428 437 249 431 434 131 Stage 1 - - - - - - 256 256 - 176 176 -
Stage 2 - - - - - - 172 181 - 255 257 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.5184.0183.3183.5184.0183.318 Pot Cap-1 Maneuver1448 - - 1315 - - 537 513 789 534 515 918 Stage 1 - - - - - - 748 696 - 825 753 -
Stage 2 - - - - - - 830 750 - 749 695 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver1448 - - 1315 - - 523 503 789 476 505 918 Mov Cap-2 Maneuver- - - - - - 523 503 - 476 505 -
Stage 1 - - - - - - 747 694 - 811 740 -
Stage 2 - - - - - - 810 737 - 680 693 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.1 1.1 10.49 12.3

HCM LOS B B
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBTWBRSBLn1
Capacity (veh/h) 738 1448 - - 1315 - - 527
HCM Lane V/C Ratio 0.1130.002 - - 0.017 - - 0.064
HCM Ctrl Dly (s/v) 10.5 7.5 - - 7.8 - - 12.3
HCM Lane LOS B A - - A - - B
HCM 95th %tile Q(veh) 0.4 0 - - 0.1 - - 0.2
HCM 7th TWSC
7: School Driveway & Cathedral Oaks Rd 02/01/2026
Existing (AM) 3:56 pm 01/30/2026 Baseline Synchro 12 Report

Page 9 ends

Intersection
Int Delay, s/veh 3.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 372 31 184 308 0 124
Future Vol, veh/h 372 31 184 308 0 124
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 200 - - 0
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 404 34 200 335 0 135
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 438 0 - 421
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - 4.12 - - 6.22
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - 2.218 - - 3.318
Pot Cap-1 Maneuver - - 1122 - 0 632
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1122 - - 632
Mov Cap-2 Maneuver- - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 3.33 12.23

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 632 - - 1122 -
HCM Lane V/C Ratio 0.213 - - 0.178 -
HCM Ctrl Dly (s/v) 12.2 - - 8.9 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.8 - - 0.6 -
Queues
1: Glenn Annie Rd & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 1 ends

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 14 441 125 258 231 151 36 71
v/c Ratio 0.06 0.69 0.43 0.28 0.61 0.28 0.11 0.14
Control Delay (s/veh) 33.8 23.5 34.6 11.0 29.9 10.8 21.0 16.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 33.8 23.5 34.6 11.0 29.9 10.8 21.0 16.8 Queue Length 50th (ft) 5 126 43 41 76 16 10 15
Queue Length 95th (ft) 25 265 121 144 175 63 36 50
Internal Link Dist (ft) 1258 1351 748 569
Turn Bay Length (ft) 290 200 80 60
Base Capacity (vph) 265 1116 379 1254 719 960 658 969
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 0.05 0.40 0.33 0.21 0.32 0.16 0.05 0.07 Intersection Summary
HCM 7th Signalized Intersection Summary
1: Glenn Annie Rd & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 2 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 218 165 109 203 22 201 50 82 31 47 15 Future Volume (veh/h) 12 218 165 109 203 22 201 50 82 31 47 15 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) 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 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 14 251 190 125 233 25 231 57 0 36 54 17 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 45 327 247 181 662 71 443 473 457 345 109
Arrive On Green 0.02 0.33 0.33 0.10 0.40 0.40 0.25 0.25 0.00 0.25 0.25 0.25 Sat Flow, veh/h 1795 996 754 1795 1673 180 1340 1885 0 1357 1375 433 Grp Volume(v), veh/h 14 0 441 125 0 258 231 57 0 36 0 71 Grp Sat Flow(s),veh/h/ln1795 0 1750 1795 0 1853 1340 1885 0 1357 0 1807 Q Serve(g_s), s 0.4 0.0 11.0 3.3 0.0 4.8 7.9 1.1 0.0 1.0 0.0 1.5 Cycle Q Clear(g_c), s 0.4 0.0 11.0 3.3 0.0 4.8 9.4 1.1 0.0 2.2 0.0 1.5 Prop In Lane 1.00 0.43 1.00 0.10 1.00 0.00 1.00 0.24
Lane Grp Cap(c), veh/h 45 0 574 181 0 733 443 473 457 0 453 V/C Ratio(X) 0.31 0.00 0.77 0.69 0.00 0.35 0.52 0.12 0.08 0.00 0.16 Avail Cap(c_a), veh/h 292 0 1255 417 0 1459 895 1109 903 0 1048 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh23.3 0.0 14.7 21.1 0.0 10.3 17.9 14.1 0.0 14.9 0.0 14.2 Incr Delay (d2), s/veh 4.0 0.0 2.2 4.7 0.0 0.3 1.0 0.1 0.0 0.1 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 0.0 4.0 1.4 0.0 1.4 2.1 0.4 0.0 0.3 0.0 0.5 Unsig. Movement Delay, s/veh 17.30
LnGrp Delay(d), s/veh 27.3 0.0 16.9 25.8 0.0 10.6 18.8 14.2 17.3 15.0 0.0 14.4 LnGrp LOS C B C B B B B B B
Approach Vol, veh/h 455 383 382 107
Approach Delay, s/veh 17.2 15.6 17.8 14.6
Approach LOS B B B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.6 21.0 18.0 6.3 24.3 18.0
Change Period (Y+Rc), s4.7 5.1 5.8 5.1 * 5.1 * 5.8
Max Green Setting (Gmax), s11.3 34.9 28.2 7.9 * 38 * 29 Max Q Clear Time (g_c+I1), s5.3 13.0 4.2 2.4 6.8 11.4
Green Ext Time (p_c), s 0.1 2.9 0.4 0.0 1.4 0.9
Intersection Summary
HCM 7th Control Delay, s/veh 16.7
HCM 7th LOS B
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR] is included in calculations of the approach delay and intersection delay.

Queues
2: Alameda Ave & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 3 ends

Lane Group EBT WBL WBT NBL NBR
Lane Group Flow (vph) 254 70 365 29 70
v/c Ratio 0.28 0.21 0.26 0.10 0.11
Control Delay (s/veh) 10.8 16.5 3.8 15.6 2.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.8 16.5 3.8 15.6 2.9
Queue Length 50th (ft) 42 14 31 6 0
Queue Length 95th (ft) 93 42 66 22 15
Internal Link Dist (ft) 660 399 500
Turn Bay Length (ft) 260 120
Base Capacity (vph) 1362 349 1820 1214 1104
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.19 0.20 0.20 0.02 0.06
Intersection Summary
HCM 7th Signalized Intersection Summary
2: Alameda Ave & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 4 ends

Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 199 37 65 339 27 65
Future Volume (veh/h) 199 37 65 339 27 65
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 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
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 214 40 70 365 29 70
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 3 3 3 3 3 3
Cap, veh/h 380 71 187 980 205 183
Arrive On Green 0.25 0.25 0.11 0.53 0.12 0.12
Sat Flow, veh/h 1520 284 1767 1856 1767 1572
Grp Volume(v), veh/h 0 254 70 365 29 70
Grp Sat Flow(s),veh/h/ln 0 1804 1767 1856 1767 1572
Q Serve(g_s), s 0.0 3.3 1.0 3.2 0.4 1.1
Cycle Q Clear(g_c), s 0.0 3.3 1.0 3.2 0.4 1.1
Prop In Lane 0.16 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 451 187 980 205 183
V/C Ratio(X) 0.00 0.56 0.37 0.37 0.14 0.38
Avail Cap(c_a), veh/h 0 1847 473 2744 1647 1465
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 0.0 8.9 11.3 3.8 10.8 11.1
Incr Delay (d2), s/veh 0.0 1.1 1.2 0.2 0.3 1.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.0 1.0 0.3 0.4 0.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 10.0 12.6 4.0 11.1 12.5
LnGrp LOS B B A B B
Approach Vol, veh/h 254 435 99
Approach Delay, s/veh 10.0 5.4 12.1
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.6 11.9 19.5 7.8
Change Period (Y+Rc), s4.7 5.1 * 5.1 4.6
Max Green Setting (Gmax), s7.3 27.9 * 40 25.4
Max Q Clear Time (g_c+I1), s3.0 5.3 5.2 3.1
Green Ext Time (p_c), s 0.0 1.5 2.4 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 7.7
HCM 7th LOS A
Notes
* HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 7th TWSC
3: Placer Drive & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 5 ends

Intersection
Int Delay, s/veh 1.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 193 17 64 302 16 43
Future Vol, veh/h 193 17 64 302 16 43
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 160 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 84 80 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 230 21 76 360 19 51
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 251 0 752 240
Stage 1 - - - - 240 -
Stage 2 - - - - 512 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1314 - 378 798
Stage 1 - - - - 800 -
Stage 2 - - - - 602 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1314 - 356 798
Mov Cap-2 Maneuver- - - - 455 -
Stage 1 - - - - 800 -
Stage 2 - - - - 567 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 1.38 11.07

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 663 - - 1314 -
HCM Lane V/C Ratio 0.106 - - 0.058 -
HCM Ctrl Dly (s/v) 11.1 - - 7.9 -
HCM Lane LOS B - - A -
HCM 95th %tile Q(veh) 0.4 - - 0.2 -
HCM 7th TWSC
4: King Daniel Ln & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 6 ends

Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 203 0 8 310 1 7
Future Vol, veh/h 203 0 8 310 1 7
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 60 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 1 1 1 1 1 1
Mvmt Flow 226 0 9 344 1 8
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 226 0 588 226
Stage 1 - - - - 226 -
Stage 2 - - - - 362 -
Critical Hdwy - - 4.11 - 6.41 6.21
Critical Hdwy Stg 1 - - - - 5.41 -
Critical Hdwy Stg 2 - - - - 5.41 -
Follow-up Hdwy - - 2.209 - 3.5093.309
Pot Cap-1 Maneuver - - 1349 - 473 816
Stage 1 - - - - 814 -
Stage 2 - - - - 707 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1349 - 470 816
Mov Cap-2 Maneuver- - - - 556 -
Stage 1 - - - - 814 -
Stage 2 - - - - 702 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.19 9.72

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 771 - - 1349 -
HCM Lane V/C Ratio 0.012 - - 0.007 -
HCM Ctrl Dly (s/v) 9.7 - - 7.7 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 7th TWSC
5: Royal Linda Dr & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 7 ends

Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 200 4 6 305 0 3
Future Vol, veh/h 200 4 6 305 0 3
Conflicting Peds, #/hr0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 100 - 0 -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 217 4 7 332 0 3
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 222 0 564 220
Stage 1 - - - - 220 -
Stage 2 - - - - 345 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.5183.318
Pot Cap-1 Maneuver - - 1347 - 487 820
Stage 1 - - - - 817 -
Stage 2 - - - - 717 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver- - 1347 - 484 820
Mov Cap-2 Maneuver- - - - 566 -
Stage 1 - - - - 817 -
Stage 2 - - - - 714 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 0.15 9.41

HCM LOS A
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 820 - - 1347 -
HCM Lane V/C Ratio 0.004 - - 0.005 -
HCM Ctrl Dly (s/v) 9.4 - - 7.7 -
HCM Lane LOS A - - A -
HCM 95th %tile Q(veh) 0 - - 0 -
HCM 7th TWSC
6: Evergreen Dr/Northgate Dr & Cathedral Oaks Rd 01/30/2026 Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 8 ends

Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBTWBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 141 11 61 219 25 14 0 48 15 0 5
Future Vol, veh/h 10 141 11 61 219 25 14 0 48 15 0 5
Conflicting Peds, #/hr0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 160 - - 80 - - - - - - - -
Veh in Median Storage, #- 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 152 12 66 235 27 15 0 52 16 0 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All262 0 0 163 0 0 546 573 158 553 565 249 Stage 1 - - - - - - 179 179 - 380 380 -
Stage 2 - - - - - - 367 394 - 173 185 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.5184.0183.3183.5184.0183.318 Pot Cap-1 Maneuver1302 - - 1415 - - 449 430 888 444 434 790 Stage 1 - - - - - - 823 751 - 642 614 -
Stage 2 - - - - - - 653 606 - 829 747 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver1302 - - 1415 - - 421 407 888 395 411 790 Mov Cap-2 Maneuver- - - - - - 421 407 - 395 411 -
Stage 1 - - - - - - 816 745 - 612 585 -
Stage 2 - - - - - - 618 577 - 774 741 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.48 1.53 10.59 13.37

HCM LOS B B
Minor Lane/Major MvmtNBLn1 EBL EBT EBR WBL WBTWBRSBLn1
Capacity (veh/h) 710 1302 - - 1415 - - 452
HCM Lane V/C Ratio 0.0940.008 - - 0.046 - - 0.048
HCM Ctrl Dly (s/v) 10.6 7.8 - - 7.7 - - 13.4
HCM Lane LOS B A - - A - - B
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0.1
HCM 7th TWSC
7: School Driveway & Cathedral Oaks Rd 01/30/2026
Existing (PM) 3:30 pm 01/30/2026 Baseline Synchro 12 Report

Page 9 ends

Goleta City CouncilJuly 21, 2026

Goleta City Council
July 21, 2026