Cities Index.
2023-06-20; City Council; 15; Approving the preferred design option for the South Carlsbad Boulevard Climate Adaptation Study

Carlsbad City Council
June 20, 2023

Document
2023-06-20; City Council; 15; Approving the preferred design option for the South Carlsbad Boulevard Climate Adaptation Study
Meeting
June 20, 2023
Body
Carlsbad City Council
Pages
11
Original file
1.2 MB
Text extracted from the city's file for reading and search. Open the original on records.carlsbadca.gov. That file is the official record.

Fall Count Data –
Intersection Turn Movements

June 20, 2023
Item #15 Page 280 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-001 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 533 10 12 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 17 0
1 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 TEV 0 1098 0 0 0 0 0
0 0 0 0 PHF 0.93
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 33 0 490 3 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
566
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
12:15 PM - 01:15 PM
0 13 0
Totals (AM) 0 Total Bikes (AM)
Solamar Dr

EASTBOUND

WESTBOUND
Solamar Dr
0 0 0

CONTROL
Signalized
519 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Solamar Dr
Peak Hour Turning Movement Count
Carlsbad Blvd Sunday
SOUTHBOUND 10/9/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 5
0 0
1 0 0
2 0
0 0
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
75 0
0 44
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 17
0 00
0 0
0 533
10 3
490
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 281 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-002 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 504 15 55 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 6 0
1 0 0 0
0 0 0 0 0 0 11 0
0 0 0 0 TEV 0 1078 0 0 0 0 0
0 0 0 0 PHF 0.95
0 0 0 0 0 0 2 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 464 23 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
515
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
12:15 PM - 01:15 PM
0 38 0
Totals (AM) 0 Total Bikes (AM)
Island Way

EASTBOUND

WESTBOUND
Island Way
0 0 0

CONTROL
Signalized
525 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Island Way
Peak Hour Turning Movement Count
Carlsbad Blvd Sunday
SOUTHBOUND 10/9/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
0 0
0 0 0
1 0
0 0
0 0
10 0
0 7
0 0
0 00
0 0
0 0
0 0
0 0
1 0
20 0
0 0
66 3
3 41
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 6
0 110
0 0
0 504
15 23
464
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 282 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-003 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 491 5 12 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 1 0 9 0
0 0 0 0
0 0 0 0 1 0 12 0
0 0 0 0 TEV 0 1026 0 0 0 0 0
0 0 0 0 PHF 0.98
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 19 0 468 10 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
522
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
12:15 PM - 01:15 PM
0 15 0
Totals (AM) 0 Total Bikes (AM)
Breakwater Rd

EASTBOUND

WESTBOUND
Breakwater Rd
0 0 0

CONTROL
Signalized
489 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Breakwater Rd
Peak Hour Turning Movement Count
Carlsbad Blvd Sunday
SOUTHBOUND 10/9/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
70 0
3 44
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 9
0 120
0 0
0 491
5 10
468
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 283 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-004 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 36 385 106 2 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
1 2 2 0 1 0 104 0
0 0 0 0
0 0 0 0 2 0 151 0
0 9 0 1 TEV 0 1356 0 0 0 6 0
0 32 0 1 PHF 0.96
0 20 0 1 1 0 2 1

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 1 1 384 119 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
557
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
12:00 PM - 01:00 PM
0 263 0
Totals (AM) 0 Total Bikes (AM)
Poinsettia Ln

EASTBOUND

WESTBOUND
Poinsettia Ln
0 37 0

CONTROL
Signalized
499 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Poinsettia Ln
Peak Hour Turning Movement Count
Carlsbad Blvd Sunday
SOUTHBOUND 10/9/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 1
0 0
2 0
0 17
0 0
18 0 0
5 0
0 8
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
6 7
151
12 0
1 60
7 10
50 3
0 0
00 0
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
104
0 15120
32 9
36 385
106
119
384
1 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 284 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-006 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 519 18 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 0 0
0 0 0 0
0 0 0 0 2 0 118 0
0 0 0 0 TEV 0 655 0 0 0 0 0
0 0 0 0 PHF 0.94
0 0 0 0 0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
637
0 NORTHBOUND
Carlsbad blvd SB
Totals (NOON) Total Bikes (NOON)
12:15 PM - 01:15 PM
0 18 0
Totals (AM) 0 Total Bikes (AM)
Avenida Encinas

EASTBOUND

WESTBOUND
Avenida Encinas
0 0 0

CONTROL
Signalized
0 11:00 AM - 02:00 PM
NONE 0
Carlsbad blvd SB & Avenida Encinas
Peak Hour Turning Movement Count
Carlsbad blvd SB Sunday
SOUTHBOUND 10/9/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 4
0 0
6 0 0
0 0
0 0
0 0
6 0
0 1
0 0
0 00
0 0
0 0
0 0
0 0
2 0
60 0
0 0
68 6
0 1
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 0
0 1180
0 0
0 519
18 0
0 0
0 0
00 0
0 0
0 0
0 0
0 June 20, 2023
Item #15 Page 285 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-007 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0 0 13 0
2 0 117 0
0 0 0 0 0 0 0 0
0 4 0 0 TEV 0 799 0 0 0 0 0
0 15 0 1 PHF 0.89
0 0 0 0 0 0 2 1

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 4 469 177 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0

NORTHBOUND
Carlsbad blvd NB
Totals (NOON) Total Bikes (NOON)
12:45 PM - 01:45 PM
0 192 0
Totals (AM) 0 Total Bikes (AM)
Avenida Encinas

EASTBOUND

WESTBOUND
Avenida Encinas
0 121 0

CONTROL
Signalized
486 11:00 AM - 02:00 PM
NONE 0
Carlsbad blvd NB & Avenida Encinas
Peak Hour Turning Movement Count
Carlsbad blvd NB Sunday
SOUTHBOUND 10/9/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 6
0 0
2 0 0
0 0
0 1
0 0
5 0
0 3
0 0
0 00
0 0
0 0
0 0
0 0
0 11
00 5
0 0
0 0
10 46
3 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 13
117
00 15
4 0
0 0
177
469
4 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 286 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-008 Day:

City: Encinitas Date:

AM 0 0 0 0 AM
NOON 6 388 156 34 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
1 2 1 0 1 0 195 0

0.5 0 18 0
0 1 0 0 0.5 0 236 0
0 4 0 0.5 TEV 0 1690 0 0 0 0 0
0 17 0 0.5 PHF 0.95
0 5 0 1 0 1 2 1

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 3 5 407 215 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
632
0 NORTHBOUND
Carlsbad Blvd/N Coast Hwy 101
Totals (NOON) Total Bikes (NOON)
01:00 PM - 02:00 PM
0 388 0
Totals (AM) 0 Total Bikes (AM)
La Costa Ave

EASTBOUND

WESTBOUND
La Costa Ave
0 30 0

CONTROL
Signalized
640 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd/N Coast Hwy 101 & La Costa Ave
Peak Hour Turning Movement Count
Carlsbad Blvd/N Coast Hwy 101 Sunday
SOUTHBOUND 10/9/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 5
0 0
6 0
0 5
0 0
6 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
11 1
60 1
1 4
25 11
5 48
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 195
18 2365
17 4
6 388
156
215
407
5 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 287 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-001 Day:

City: Carlsbad Date:

AM 0 487 17 5 AM
NOON 0 0 0 0 NOON
PM 0 374 10 9 PM

AM NOON PM PM NOON AM
0 2 1 0 0 21 0 18
1 0 0 0
0 0 0 0 0 9 0 4
0 0 0 0 TEV 834 0 1303 0 0 0 0
0 0 0 0 PHF 0.91 0.97
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 36 0 834 10 PM
NOON 0 0 0 0 NOON
AM 32 0 260 11 AM
0 NONE
04:30 PM - 05:30 PM 864
Carlsbad Blvd/Solamar Dr
Peak Hour Turning Movement Count
Carlsbad Blvd Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
07:45 AM - 08:45 AM 283 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
20 0 28
Totals (AM) 419 Total Bikes (AM)
Solamar Dr

EASTBOUND

WESTBOUND
Solamar Dr
0 0 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 523

NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
5 3
0 4 1
0 4
8 0
1 0
0 0
0 0
3 0
0 10
0 0
0 34
0 1
25 0
0 0
00 0
0 0
0 0
0 0
0 0
0 00
0 0
0 26
1 0
35 0
21 0
90 0
0 0
374
10 10
834
0 0
0 00
0 0
0 0
0 0
0 0
18 0
40 0
0 0
487
17 11
260
0 June 20, 2023
Item #15 Page 288 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-002 Day:

City: Carlsbad Date:

AM 0 453 15 42 AM
NOON 0 0 0 0 NOON
PM 0 360 13 31 PM

AM NOON PM PM NOON AM
0 2 1 0 0 11 0 10
1 0 0 0
0 0 0 0 0 26 0 10
0 0 0 0 TEV 782 0 1284 0 0 0 0
0 0 0 0 PHF 0.94 0.93
0 0 0 0 0 0 2 0

AM NOON PM PM NOON AM
PM 0 0 822 21 PM
NOON 0 0 0 0 NOON
AM 0 0 244 8 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 463

NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
NONE
34 0 23
Totals (AM) 386 Total Bikes (AM)
Island Way

EASTBOUND

WESTBOUND
Island Way
0 0 0

CONTROL
Signalized
0 NONE
04:15 PM - 05:15 PM 864
Carlsbad Blvd & Island Way
Peak Hour Turning Movement Count
Carlsbad Blvd Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
08:00 AM - 09:00 AM 296 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
0 0
0 0 1
0 0
2 0
1 18
0 10
25 0
9 0
0 10
0 0
0 28
0 4
23 0
0 0
00 0
0 0
0 0
0 0
0 0
0 30
0 0
0 31
1 3
36 0
11 0
260
0 0
0 360
13 21
822
0 0
0 00
0 0
0 0
0 0
0 0
10 0
100
0 0
0 453
15 8
244
0 June 20, 2023
Item #15 Page 289 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-003 Day:

City: Carlsbad Date:

AM 0 447 6 7 AM
NOON 0 0 0 0 NOON
PM 0 351 15 17 PM

AM NOON PM PM NOON AM
0 2 1 0 1 10 0 14
0 0 0 0
0 0 0 0 1 16 0 15
0 0 0 0 TEV 743 0 1281 0 0 0 0
0 0 0 0 PHF 0.99 0.97
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 24 0 833 15 PM
NOON 0 0 0 0 NOON
AM 7 0 238 9 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 469

NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
NONE
30 0 15
Totals (AM) 391 Total Bikes (AM)
Breakwater Rd

EASTBOUND

WESTBOUND
Breakwater Rd
0 0 0

CONTROL
Signalized
0 NONE
04:00 PM - 05:00 PM 860
Carlsbad Blvd & Breakwater Rd
Peak Hour Turning Movement Count
Carlsbad Blvd Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
08:00 AM - 09:00 AM 259 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
0 0
0 0 1
0 0
1 0
0 8
0 2
2 0
1 0
0 10
0 0
0 29
2 1
25 0
0 0
00 0
0 0
0 0
0 0
0 1
0 00
0 0
0 32
3 0
37 0
10 0
160
0 0
0 351
15 15
833
0 0
0 00
0 0
0 0
0 0
0 0
14 0
150
0 0
0 447
6 9
238
0 June 20, 2023
Item #15 Page 290 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-004 Day:

City: Carlsbad Date:

AM 8 349 113 1 AM
NOON 0 0 0 0 NOON
PM 38 243 129 2 PM

AM NOON PM PM NOON AM
1 2 2 0 1 242 0 117
0 0 0 0
0 0 0 0 2 138 0 170
5 0 11 1 TEV 1057 0 1602 0 12 0 25
18 0 14 1 PHF 0.98 0.94
10 0 4 1 1 0 2 1

AM NOON PM PM NOON AM
PM 4 0 608 157 PM
NOON 0 0 0 0 NOON
AM 1 0 131 109 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 530

NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
NONE
312 0 265
Totals (AM) 389 Total Bikes (AM)
Poinsettia Ln

EASTBOUND

WESTBOUND
Poinsettia Ln
8 0 38

CONTROL
Signalized
0 NONE
04:30 PM - 05:30 PM 863
Carlsbad Blvd & Poinsettia Ln
Peak Hour Turning Movement Count
Carlsbad Blvd Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
08:00 AM - 09:00 AM 254 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
3 0
3 3
0 6
25 0
15 29
0 24 12
0 11
15 0
13 3
0 1
0 0
0 4
14 92
5 0
5 17
7 3
19 0
0 0
00 0
0 0
0 0
0 0
0 8
4 42
6 1
2 26
5 1
28 0
242
0 1384
14 11
38 243
129
157
608
0 0
0 00
0 0
0 0
0 0
0 0
117
0 17010
18 5
8 349
113
109
131
0 June 20, 2023
Item #15 Page 291 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-005 Day:

City: Carlsbad Date:

AM 0 479 52 1 AM
NOON 0 0 0 0 NOON
PM 0 331 56 3 PM

AM NOON PM PM NOON AM
0 2 1 0 1 59 0 58
0 0 0 0
0 0 0 0 1 2 0 12
0 0 0 0 TEV 802 0 1210 0 0 0 0
0 0 0 0 PHF 0.92 0.90
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 9 0 732 18 PM
NOON 0 0 0 0 NOON
AM 7 0 180 13 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 498

NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
NONE
74 0 65
Totals (AM) 342 Total Bikes (AM)
Ponto Rd

EASTBOUND

WESTBOUND
Ponto Rd
0 0 0

CONTROL
Signalized
0 NONE
04:00 PM - 05:00 PM 794
Carlsbad Blvd & Ponto Rd
Peak Hour Turning Movement Count
Carlsbad Blvd Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
08:00 AM - 09:00 AM 239 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
1 0
0 0 10
0 6
4 0
8 11
0 9
8 0
11 1
0 00
0 0
0 21
1 1
22 0
0 0
00 0
0 0
0 0
0 0
0 3
0 00
0 0
0 32
0 1
25 0
59 0
20 0
0 0
331
56 18
732
0 0
0 00
0 0
0 0
0 0
0 0
58 0
120
0 0
0 479
52 13
180
0 June 20, 2023
Item #15 Page 292 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-006 Day:

City: Carlsbad Date:

AM 0 479 20 0 AM
NOON 0 0 0 0 NOON
PM 0 342 18 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 0 0
0 0 0 0
0 0 0 0 2 109 0 93
0 0 0 0 TEV 592 0 469 0 0 0 0
0 0 0 0 PHF 0.92 0.81
0 0 0 0 0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 572

NORTHBOUND
Carlsbad blvd SB
Totals (NOON) Total Bikes (NOON)
NONE
18 0 20
Totals (AM) 451 Total Bikes (AM)
Avenida Encinas

EASTBOUND

WESTBOUND
Avenida Encinas
0 0 0

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 0
Carlsbad blvd SB & Avenida Encinas
Peak Hour Turning Movement Count
Carlsbad blvd SB Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
08:00 AM - 09:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
9 0
1 4
0 3 1
0 0
1 0
0 3
0 6
1 0
0 3
0 31
0 0
0 26
8 1
0 0
0 0
00 0
0 0
0 0
0 0
0 2
0 30
0 0
0 30
3 1
1 0
0 0
1090
0 0
0 342
18 0
0 0
0 0
00 0
0 0
0 0
0 0
0 0
0 930
0 0
0 479
20 0
0 0
June 20, 2023
Item #15 Page 293 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-007 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0 9 0 9
2 87 0 98
0 0 0 0 0 0 0 0
1 0 3 0 TEV 397 0 1027 0 0 0 0
16 0 12 1 PHF 0.92 0.92
0 0 0 0 0 0 2 1

AM NOON PM PM NOON AM
PM 0 4 739 173 PM
NOON 0 0 0 0 NOON
AM 0 4 193 76 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0

NORTHBOUND
Carlsbad blvd NB
Totals (NOON) Total Bikes (NOON)
NONE
185 0 92
Totals (AM) 0 Total Bikes (AM)
Avenida Encinas

EASTBOUND

WESTBOUND
Avenida Encinas
102 0 91

CONTROL
Signalized
0 NONE
04:15 PM - 05:15 PM 751
Carlsbad blvd NB & Avenida Encinas
Peak Hour Turning Movement Count
Carlsbad blvd NB Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
07:45 AM - 08:45 AM 203 7:00 AM - 09:00 AM

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
4 0
1 5
0 1 0
0 0
1 0
0 1
0 2
1 0
0 1
1 00
4 0
0 0
0 3
23 1
0 0
00 0
0 0
0 0
0 0
0 2
8 00
5 0
0 0
0 3
21 0
9 87
00 12
3 0
0 0
173
739
4 0
0 00
0 0
0 0
0 0
0 0
9 98
00 16
1 0
0 0
76 193
4 June 20, 2023
Item #15 Page 294 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-008 Day:

City: Encinitas Date:

AM 5 367 181 22 AM
NOON 0 0 0 0 NOON
PM 10 268 129 17 PM

AM NOON PM PM NOON AM
1 2 1 0 1 337 0 96

0.5 14 0 19
0 0 0 0 0.5 220 0 251
3 0 6 0.5 TEV 1316 0 1764 0 0 0 0
6 0 20 0.5 PHF 0.93 0.96
5 0 5 1 0 1 2 1

AM NOON PM PM NOON AM
PM 7 6 536 189 PM
NOON 0 0 0 0 NOON
AM 8 3 155 195 AM
0 NONE
04:00 PM - 05:00 PM 896
Carlsbad Blvd/N Coast Hwy 101 & La Costa Ave
Peak Hour Turning Movement Count
Carlsbad Blvd/N Coast Hwy 101 Tuesday
SOUTHBOUND 10/11/2022
4:00 PM - 06:00 PM

PEAK HOURS
08:00 AM - 09:00 AM 276 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
338 0 382
Totals (AM) 500 Total Bikes (AM)
La Costa Ave

EASTBOUND

WESTBOUND
La Costa Ave
27 0 30

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 631

NORTHBOUND
Carlsbad Blvd/N Coast Hwy 101
Totals (NOON) Total Bikes (NOON)

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
3 0
9 6
0 5
5 0
2 3
0 4 0
0 0
0 0
0 0
0 0
0 0
0 11
0 20
0 0
0 19
6 3
16 2
0 0
00 0
0 0
0 0
0 0
0 6
0 60
0 0
0 26
6 6
26 0
337
14 2205
20 6
10 268
129
189
536
6 0
0 00
0 0
0 0
0 0
0 0
96 19
2515
6 3
5 367
181
195
155
3 June 20, 2023
Item #15 Page 295 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-002 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 554 17 44 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 13 0
1 0 0 0
0 0 0 0 0 0 13 0
0 0 0 0 TEV 0 1092 0 0 0 0 0
0 0 0 0 PHF 0.92
0 0 0 0 0 0 2 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 436 15 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
567
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
01:00 PM - 02:00 PM
0 32 0
Totals (AM) 0 Total Bikes (AM)
Island Way

EASTBOUND

WESTBOUND
Island Way
0 0 0

CONTROL
Signalized
493 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Island Way
Peak Hour Turning Movement Count
Carlsbad Blvd Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
0 0
0 0 0
0 0
0 3
0 0
14 0
0 8
0 0
0 00
0 0
0 0
0 0
0 0
7 0
10 0
0 0
70 4
10 86
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 13
0 130
0 0
0 554
17 15
436
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 296 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-003 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 544 6 16 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 1 0 8 0
0 0 0 0
0 0 0 0 1 0 20 0
0 0 0 0 TEV 0 1101 0 0 0 0 0
0 0 0 0 PHF 0.94
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 32 0 451 24 NOON
AM 0 0 0 0 AM
475 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Breakwater Rd
Peak Hour Turning Movement Count
Carlsbad Blvd Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS
01:00 PM - 02:00 PM
0 30 0
Totals (AM) 0 Total Bikes (AM)
Breakwater Rd

EASTBOUND

WESTBOUND
Breakwater Rd
0 0 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
596
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
0 0
1 0 0
3 0
0 2
0 0
5 0
0 5
0 0
0 00
0 0
0 0
0 0
0 0
3 0
00 0
0 0
70 0
1 85
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 8
0 200
0 0
0 544
6 24
451
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 297 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-004 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 42 420 140 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
1 2 2 0 1 0 169 0
0 0 0 0
0 0 0 0 2 0 111 0
0 3 0 1 TEV 0 1342 0 0 0 13 0
0 16 0 1 PHF 0.93
0 5 0 1 1 0 2 1

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 1 0 335 87 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
537
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
01:00 PM - 02:00 PM
0 256 0
Totals (AM) 0 Total Bikes (AM)
Poinsettia Ln

EASTBOUND

WESTBOUND
Poinsettia Ln
0 42 0

CONTROL
Signalized
507 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Poinsettia Ln
Peak Hour Turning Movement Count
Carlsbad Blvd Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 2
0 0
1 0
0 19
0 0
13 0 0
9 0
0 8
0 0
1 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
7 9
62 6
12 11
49 25
10 68
1 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 169
0 1115
16 3
42 420
140
87 335
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 298 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-005 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 485 51 2 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 1 0 41 0
0 0 0 0
0 0 0 0 1 0 10 0
0 0 0 0 TEV 0 1007 0 0 0 0 0
0 0 0 0 PHF 0.87
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 13 0 385 20 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
508
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)
01:00 PM - 02:00 PM
0 71 0
Totals (AM) 0 Total Bikes (AM)
Ponto Rd

EASTBOUND

WESTBOUND
Ponto Rd
0 0 0

CONTROL
Signalized
428 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Ponto Rd
Peak Hour Turning Movement Count
Carlsbad Blvd Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 0
0 0
0 0 0
39 0
0 11
0 0
43 0
0 10
0 0
0 00
0 0
0 0
0 0
0 0
3 0
00 0
0 0
51 3
0 74
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 41
0 100
0 0
0 485
51 20
385
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 299 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-006 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 479 30 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 0 0
0 0 0 0
0 0 0 0 2 0 109 0
0 0 0 0 TEV 0 618 0 0 0 0 0
0 0 0 0 PHF 0.92
0 0 0 0 0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
588
0 NORTHBOUND
Carlsbad blvd SB
Totals (NOON) Total Bikes (NOON)
01:00 PM - 02:00 PM
0 30 0
Totals (AM) 0 Total Bikes (AM)
Avenida Encinas

EASTBOUND

WESTBOUND
Avenida Encinas
0 0 0

CONTROL
Signalized
0 11:00 AM - 02:00 PM
NONE 0
Carlsbad blvd SB & Avenida Encinas
Peak Hour Turning Movement Count
Carlsbad blvd SB Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 1
0 0
0 0 0
0 0
0 0
0 0
4 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
3 0
50 0
0 0
49 5
1 2
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 0
0 1090
0 0
0 479
30 0
0 0
0 0
00 0
0 0
0 0
0 0
0 June 20, 2023
Item #15 Page 300 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-007 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0 0 0 6 0
2 0 106 0
0 0 0 0 0 0 0 0
0 10 0 0 TEV 0 661 0 0 0 0 0
0 20 0 1 PHF 0.93
0 0 0 0 0 0 2 1

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 4 402 113 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
0 0

NORTHBOUND
Carlsbad blvd NB
Totals (NOON) Total Bikes (NOON)
01:00 PM - 02:00 PM
0 133 0
Totals (AM) 0 Total Bikes (AM)
Avenida Encinas

EASTBOUND

WESTBOUND
Avenida Encinas
0 110 0

CONTROL
Signalized
418 11:00 AM - 02:00 PM
NONE 0
Carlsbad blvd NB & Avenida Encinas
Peak Hour Turning Movement Count
Carlsbad blvd NB Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 4
0 0
0 0 0
0 0
0 0
0 0
4 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
2 8
00 6
2 0
0 0
2 66
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 6
106
00 20
10 0
0 0
113
402
4 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 301 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-008 Day:

City: Encinitas Date:

AM 0 0 0 0 AM
NOON 7 370 186 18 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
1 2 1 0 1 0 157 0

0.5 0 10 0
0 0 0 0 0.5 0 238 0
0 8 0 0.5 TEV 0 1571 0 0 0 0 0
0 14 0 0.5 PHF 0.97
0 12 0 1 0 1 2 1

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 2 11 338 200 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
622
0 NORTHBOUND
Carlsbad Blvd/N Coast Hwy 101
Totals (NOON) Total Bikes (NOON)
01:00 PM - 02:00 PM
0 400 0
Totals (AM) 0 Total Bikes (AM)
La Costa Ave

EASTBOUND

WESTBOUND
La Costa Ave
0 28 0

CONTROL
Signalized
521 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd/N Coast Hwy 101 & La Costa Ave
Peak Hour Turning Movement Count
Carlsbad Blvd/N Coast Hwy 101 Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 3
0 0
6 0
0 0
0 0
4 0 0
0 0
0 3
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
36 0
92 3
1 2
45 4
3 30
6 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 157
10 23812
14 8
7 370
186
200
338
11 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 302 of 647
Prepared by National Data & Surveying Services
ID: 22-040178-001 Day:

City: Carlsbad Date:

AM 0 0 0 0 AM
NOON 0 583 20 4 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 2 1 0 0 0 14 0
1 0 0 0
0 0 0 0 0 0 6 0
0 0 0 0 TEV 0 1124 0 0 0 0 0
0 0 0 0 PHF 0.93
0 0 0 0 1 0 2 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 23 0 464 10 NOON
AM 0 0 0 0 AM
482 11:00 AM - 02:00 PM
NONE 0
Carlsbad Blvd & Solamar Dr
Peak Hour Turning Movement Count
Carlsbad Blvd Saturday
SOUTHBOUND 10/15/2022
NONE

PEAK HOURS
NONE 0 NONE

COUNT PERIODS
01:00 PM - 02:00 PM
0 30 0
Totals (AM) 0 Total Bikes (AM)
Solamar Dr

EASTBOUND

WESTBOUND
Solamar Dr
0 0 0

CONTROL
Signalized
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
612
0 NORTHBOUND
Carlsbad Blvd
Totals (NOON) Total Bikes (NOON)

NOONAM PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NOON
PM
AM
NOON
AM
PM
NOON
AM
PM
NOON
PM
AM
0 0
0 0
0 0
0 9
0 0
0 0 0
4 0
0 3
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
6 0
10 0
0 0
67 0
0 95
0 0
0 00
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 0
0 0
0 14
0 60
0 0
0 583
20 10
464
0 0
0 00
0 0
0 0
0 0
0 0
June 20, 2023
Item #15 Page 303 of 647
South Carlsbad Boulevard Coastal Project- Transportation Assessment 6 ExEcutiv E Summary
Appendix B
Future Growth Calculations
June 20, 2023
Item #15 Page 304 of 647
`
Direction Base Year
2016
Model Year
2035
Model Year
2050
Total
Growth
(%)
2016-2035
Total
Growth
(%)
2016-2050
Growth per
Year (%)
2016-2050
NB 6,300 5,750 7,300 -8.73% 15.87% 0.47%
SB 6,300 5,750 7,300 -8.73% 15.87% 0.47%
NB 5,050 4,600 5,700 -8.91% 12.87% 0.38%
SB 5,050 4,600 5,700 -8.91% 12.87% 0.38%
NB 5,300 4,800 5,700 -9.43% 7.55% 0.22%
SB 4,900 4,400 5,700 -10.20% 16.33% 0.48%
NB 4,300 4,000 5,000 -6.98% 16.28% 0.48%
SB 4,200 3,700 5,100 -11.90% 21.43% 0.63%
NB 4,900 4,400 5,400 -10.20% 10.20% 0.30%
SB 4,400 4,000 5,400 -9.09% 22.73% 0.67%
NB 4,750 4,300 5,450 -9.47% 14.74% 0.43%
SB 4,750 4,300 5,450 -9.47% 14.74% 0.43%
NB 7,300 6,850 8,200 -6.16% 12.33% 0.36%
SB 7,300 6,850 8,200 -6.16% 12.33% 0.36%
NB 6,100 5,600 6,600 -8.20% 8.20% 0.24%
SB 7,100 6,300 7,500 -11.27% 5.63% 0.17%
NB 7,900 7,200 8,500 -8.86% 7.59% 0.22%
SB 8,600 7,900 9,200 -8.14% 6.98% 0.21%
Average: -8.94% 13.03% 0.38%
Assume: 0.5% / year
Carlsbad Boulevard Future Volume Factoring
Carlsbad Boulevard Segment Limits
Source: SANDAG Transportation Forecast Information Center ABM 2+/2021 RP 9 From Avenida Encinas to La Costa Ave
4 From Solomar Dr to Island Way
5 From Island Way to Breakwater Rd
6 From Breakwater Rd to Poinsettia Ln
7 From Poinsettia Ln to Ponto Rd
8 From Ponto Rd to Avenida Encinas
2 From Manzona to Palomar Airport Road
From Palomar Airport Road to Solomar Dr3
1 From Cannon to Manzona
June 20, 2023
Item #15 Page 305 of 647
South Carlsbad Boulevard Coastal Project- Transportation Assessment 6 ExEcutiv E Summary
Appendix C
Existing HCM Worksheets
June 20, 2023
Item #15 Page 306 of 647

Existing Summer Conditions

June 20, 2023
Item #15 Page 307 of 647
HCM 6th Signalized Intersection Summary Existing Summer_AM 1: Carlsbad Blvd & Solamar Dr 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 7 41 28 275 25 5 35 330
Future Volume (veh/h) 7 41 28 275 25 5 35 330
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.92 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 10 58 289 26 38 363
Peak Hour Factor 0.71 0.71 0.95 0.95 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 25 146 932 83 81 1717
Arrive On Green 0.11 0.11 0.28 0.28 0.05 0.48
Sat Flow, veh/h 231 1341 3367 291 1781 3647
Grp Volume(v), veh/h 69 0 155 160 38 363
Grp Sat Flow(s),veh/h/ln 1595 0 1777 1788 1781 1777
Q Serve(g_s), s 1.2 0.0 2.0 2.1 0.6 1.7
Cycle Q Clear(g_c), s 1.2 0.0 2.0 2.1 0.6 1.7
Prop In Lane 0.14 0.84 0.16 1.00
Lane Grp Cap(c), veh/h 173 0 506 509 81 1717
V/C Ratio(X) 0.40 0.00 0.31 0.31 0.47 0.21
Avail Cap(c_a), veh/h 1844 0 1088 1095 394 2297
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.2 0.0 8.2 8.3 13.7 4.4
Incr Delay (d2), s/veh 1.5 0.0 0.3 0.3 4.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.0 0.6 0.6 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.7 0.0 8.6 8.6 17.9 4.4
LnGrp LOS B A A A B A
Approach Vol, veh/h 69 315 401
Approach Delay, s/veh 13.7 8.6 5.7
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.8 14.4 20.2 9.2
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.6 4.1 3.7 3.2
Green Ext Time (p_c), s 0.0 1.5 2.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 308 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_AM 2: Carlsbad Blvd & Island Way 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 9 0 0 15 17 0 283 11 0 0 0
Future Volume (vph) 2 9 0 0 15 17 0 283 11 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.93 0.99
Flt Protected 0.99 1.00 1.00
Satd. Flow (prot) 1847 1731 3520
Flt Permitted 0.99 1.00 1.00
Satd. Flow (perm) 1847 1731 3520
Peak-hour factor, PHF 0.93 0.93 0.93 0.80 0.80 0.80 0.90 0.90 0.90 0.93 0.93 0.93 Adj. Flow (vph) 2 10 0 0 19 21 0 314 12 0 0 0
RTOR Reduction (vph) 0 0 0 0 18 0 0 3 0 0 0 0
Lane Group Flow (vph) 0 12 0 0 22 0 0 323 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 56.2 12.4 14.4
Effective Green, g (s) 56.2 12.4 14.4
Actuated g/C Ratio 0.56 0.12 0.14
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1038 214 506
v/s Ratio Prot c0.01 c0.01 c0.09
v/s Ratio Perm
v/c Ratio 0.01 0.10 0.64
Uniform Delay, d1 9.7 38.9 40.4
Progression Factor 0.12 1.00 1.00
Incremental Delay, d2 0.0 0.2 2.7
Delay (s) 1.2 39.1 43.0
Level of Service A D D
Approach Delay (s) 1.2 39.1 43.0 0.0
Approach LOS A D D A
Intersection Summary
HCM 2000 Control Delay 41.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 26.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 309 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_AM 12: Carlsbad Blvd & Island Way 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 15 0 0 0 9 310
Future Volume (vph) 15 0 0 0 9 310
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.88 0.88 0.85 0.85 0.80 0.80
Adj. Flow (vph) 17 0 0 0 11 388
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 17 0 0 0 11 388
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 12.4 56.2 76.1
Effective Green, g (s) 12.4 56.2 76.1
Actuated g/C Ratio 0.12 0.56 0.76
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 219 994 2693
v/s Ratio Prot c0.01 0.01 c0.11
v/s Ratio Perm
v/c Ratio 0.08 0.01 0.14
Uniform Delay, d1 38.7 9.7 3.2
Progression Factor 0.42 1.00 1.00
Incremental Delay, d2 0.2 0.0 0.1
Delay (s) 16.5 9.7 3.3
Level of Service B A A
Approach Delay (s) 16.5 0.0 3.5
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 4.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 26.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 310 of 647
HCM 6th Signalized Intersection Summary Existing Summer_AM 3: Carlsbad Blvd & Breakwater 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 30 6 18 273 11 6 7 311
Future Volume (veh/h) 30 6 18 273 11 6 7 311
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 47 9 290 12 8 342
Peak Hour Factor 0.64 0.64 0.94 0.94 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 87 78 2360 97 18 2749
Arrive On Green 0.05 0.05 0.68 0.68 0.01 0.77
Sat Flow, veh/h 1781 1585 3571 143 1781 3647
Grp Volume(v), veh/h 47 9 148 154 8 342
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1845 1781 1777
Q Serve(g_s), s 1.7 0.4 1.9 1.9 0.3 1.6
Cycle Q Clear(g_c), s 1.7 0.4 1.9 1.9 0.3 1.6
Prop In Lane 1.00 1.00 0.08 1.00
Lane Grp Cap(c), veh/h 87 78 1206 1252 18 2749
V/C Ratio(X) 0.54 0.12 0.12 0.12 0.43 0.12
Avail Cap(c_a), veh/h 879 782 1206 1252 261 2749
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.1 29.5 3.7 3.7 31.9 1.8
Incr Delay (d2), s/veh 1.9 0.2 0.2 0.2 5.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 0.1 0.5 0.6 0.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 29.7 3.9 3.9 37.8 1.9
LnGrp LOS C C A A D A
Approach Vol, veh/h 56 302 350
Approach Delay, s/veh 31.7 3.9 2.7
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 50.0 56.2 8.7
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.3 3.9 3.6 3.7
Green Ext Time (p_c), s 0.0 1.2 1.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 311 of 647
HCM 6th Signalized Intersection Summary Existing Summer_AM 4: Carlsbad Blvd & Poinsettia 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 5 29 6 22 140 0 130 0 0 176 87 1 Future Volume (veh/h) 5 29 6 22 140 0 130 0 0 176 87 1
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 7 41 8 167 0 155 0 196 97
Peak Hour Factor 0.71 0.71 0.71 0.84 0.84 0.84 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 169 178 151 0 0 0 0 2249 1003
Arrive On Green 0.10 0.10 0.10 0.00 0.00 0.00 0.00 0.63 0.63 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 7 41 8 0.0 0 196 97
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.2 1.4 0.3 0.0 1.5 1.7
Cycle Q Clear(g_c), s 0.2 1.4 0.3 0.0 1.5 1.7
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 169 178 151 0 2249 1003
V/C Ratio(X) 0.04 0.23 0.05 0.00 0.09 0.10
Avail Cap(c_a), veh/h 871 915 775 0 2249 1003
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 28.6 29.1 28.6 0.0 5.0 5.0
Incr Delay (d2), s/veh 0.1 0.7 0.1 0.0 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.6 0.1 0.0 0.5 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 29.8 28.8 0.0 5.0 5.2
LnGrp LOS C C C A A A
Approach Vol, veh/h 56 293
Approach Delay, s/veh 29.5 5.1
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 7.9 50.0 11.6 57.9
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 4.2 3.7 3.4 3.4
Green Ext Time (p_c), s 0.2 1.7 0.2 1.9
Intersection Summary
HCM 6th Ctrl Delay 10.4
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 312 of 647
HCM 6th Signalized Intersection Summary Existing Summer_AM 4: Carlsbad Blvd & Poinsettia 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 102 235 23
Future Volume (veh/h) 102 235 23
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 112 258 25
Peak Hour Factor 0.91 0.91 0.91
Percent Heavy Veh, % 2 2 2
Cap, veh/h 195 2654 1184
Arrive On Green 0.06 0.75 0.75
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 112 258 25
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 2.2 1.4 0.3
Cycle Q Clear(g_c), s 2.2 1.4 0.3
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 195 2654 1184
V/C Ratio(X) 0.58 0.10 0.02
Avail Cap(c_a), veh/h 795 2654 1184
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.0 2.4 2.3
Incr Delay (d2), s/veh 2.7 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.3 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 2.5 2.3
LnGrp LOS C A A
Approach Vol, veh/h 395
Approach Delay, s/veh 11.6
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 313 of 647
HCM 6th Signalized Intersection Summary Existing Summer_AM 5: Carlsbad Blvd & Ponto Road 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 19 42 7 217 17 44 343
Future Volume (veh/h) 19 42 7 217 17 44 343
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 22 49 238 19 46 357
Peak Hour Factor 0.86 0.86 0.91 0.91 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 90 80 2338 185 72 2866
Arrive On Green 0.05 0.05 0.70 0.70 0.04 0.81
Sat Flow, veh/h 1781 1585 3429 264 1781 3647
Grp Volume(v), veh/h 22 49 126 131 46 357
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1823 1781 1777
Q Serve(g_s), s 0.9 2.3 1.8 1.8 2.0 1.7
Cycle Q Clear(g_c), s 0.9 2.3 1.8 1.8 2.0 1.7
Prop In Lane 1.00 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 90 80 1245 1278 72 2866
V/C Ratio(X) 0.24 0.61 0.10 0.10 0.64 0.12
Avail Cap(c_a), veh/h 879 782 1245 1278 347 2866
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.1 35.8 3.7 3.7 36.4 1.6
Incr Delay (d2), s/veh 1.4 7.3 0.2 0.2 8.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 1.0 0.5 0.6 1.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.5 43.1 3.9 3.9 45.3 1.7
LnGrp LOS D D A A D A
Approach Vol, veh/h 71 257 403
Approach Delay, s/veh 41.0 3.9 6.7
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.1 60.0 68.1 8.9
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 15.0 54.0 54.0 38.0
Max Q Clear Time (g_c+I1), s 4.0 3.8 3.7 4.3
Green Ext Time (p_c), s 0.0 1.6 2.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 314 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_AM 6: Avenida Encinas & Carlsbad Blvd 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 8 0 0 103 10 0 227 125 0 0 0
Future Volume (vph) 2 8 0 0 103 10 0 227 125 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1847 3492 3539 1583
Flt Permitted 0.99 1.00 1.00 1.00
Satd. Flow (perm) 1847 3492 3539 1583
Peak-hour factor, PHF 0.81 0.81 0.81 0.92 0.92 0.92 0.94 0.94 0.94 0.81 0.81 0.81 Adj. Flow (vph) 2 10 0 0 112 11 0 241 133 0 0 0
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 50 0 0 0
Lane Group Flow (vph) 0 12 0 0 113 0 0 241 83 0 0 0
Turn Type Split NA NA NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2
Actuated Green, G (s) 3.2 8.2 41.0 41.0
Effective Green, g (s) 3.2 8.2 41.0 41.0
Actuated g/C Ratio 0.05 0.12 0.62 0.62
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 89 434 2201 984
v/s Ratio Prot c0.01 c0.03 c0.07
v/s Ratio Perm 0.05
v/c Ratio 0.13 0.26 0.11 0.08
Uniform Delay, d1 30.0 26.1 5.0 5.0
Progression Factor 0.25 1.00 1.00 1.00
Incremental Delay, d2 0.7 0.3 0.1 0.2
Delay (s) 8.1 26.4 5.1 5.1
Level of Service A C A A
Approach Delay (s) 8.1 26.4 5.1 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 10.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 65.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 22.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 315 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_AM 16: 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 103 0 0 0 8 373
Future Volume (vph) 103 0 0 0 8 373
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.94 0.94 0.81 0.81
Adj. Flow (vph) 112 0 0 0 10 460
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 112 0 0 0 10 460
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.2 3.2 48.7
Effective Green, g (s) 8.2 3.2 48.7
Actuated g/C Ratio 0.12 0.05 0.74
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 427 85 2615
v/s Ratio Prot c0.03 0.01 c0.13
v/s Ratio Perm
v/c Ratio 0.26 0.12 0.18
Uniform Delay, d1 26.1 30.0 2.6
Progression Factor 0.17 1.00 1.00
Incremental Delay, d2 0.3 0.6 0.1
Delay (s) 4.8 30.6 2.7
Level of Service A C A
Approach Delay (s) 4.8 0.0 3.3
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 3.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 65.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 316 of 647
HCM 6th Signalized Intersection Summary Existing Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 4 6 3 252 21 126 1 177 180 50 127 234 Future Volume (veh/h) 4 6 3 252 21 126 1 177 180 50 127 234 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
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 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 Adj Flow Rate, veh/h 7 11 6 332 28 166 1 197 200 174 321 Peak Hour Factor 0.54 0.54 0.54 0.76 0.76 0.76 0.90 0.90 0.90 0.73 0.73 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 20 31 44 401 34 386 3 558 859 236 1526
Arrive On Green 0.03 0.03 0.03 0.24 0.24 0.24 0.00 0.30 0.30 0.13 0.43 Sat Flow, veh/h 713 1121 1585 1649 139 1585 1781 1870 1585 1781 3554 Grp Volume(v), veh/h 18 0 6 360 0 166 1 197 200 174 321 Grp Sat Flow(s),veh/h/ln 1835 0 1585 1788 0 1585 1781 1870 1585 1781 1777 Q Serve(g_s), s 0.6 0.0 0.2 11.5 0.0 5.3 0.0 5.0 4.0 5.7 3.4 Cycle Q Clear(g_c), s 0.6 0.0 0.2 11.5 0.0 5.3 0.0 5.0 4.0 5.7 3.4 Prop In Lane 0.39 1.00 0.92 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 50 0 44 435 0 386 3 558 859 236 1526 V/C Ratio(X) 0.36 0.00 0.14 0.83 0.00 0.43 0.34 0.35 0.23 0.74 0.21 Avail Cap(c_a), veh/h 639 0 552 533 0 473 148 558 859 531 1944 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 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 0.0 28.6 21.6 0.0 19.3 30.1 16.6 7.2 25.2 10.8 Incr Delay (d2), s/veh 4.2 0.0 1.4 8.7 0.0 0.8 56.7 1.7 0.6 4.5 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.1 5.5 0.0 1.9 0.1 2.2 2.2 2.5 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 0.0 30.1 30.3 0.0 20.0 86.8 18.3 7.9 29.6 10.9 LnGrp LOS C A C C A C F B A C B
Approach Vol, veh/h 24 526 398 499
Approach Delay, s/veh 32.3 27.1 13.3 17.4
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.5 22.5 6.2 4.6 30.4 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 7.7 7.0 2.6 2.0 5.4 13.5
Green Ext Time (p_c), s 0.3 1.4 0.0 0.0 2.2 1.2
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 317 of 647
HCM 6th Signalized Intersection Summary Existing Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 3
Future Volume (veh/h) 3
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 4
Peak Hour Factor 0.73
Percent Heavy Veh, % 2
Cap, veh/h 681
Arrive On Green 0.43
Sat Flow, veh/h 1585
Grp Volume(v), veh/h 4
Grp Sat Flow(s),veh/h/ln 1585
Q Serve(g_s), s 0.1
Cycle Q Clear(g_c), s 0.1
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 681
V/C Ratio(X) 0.01
Avail Cap(c_a), veh/h 867
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 9.8
Incr Delay (d2), s/veh 0.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.9
LnGrp LOS A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
June 20, 2023
Item #15 Page 318 of 647
HCM 6th Signalized Intersection Summary Existing Summer_PM 1: Carlsbad Blvd & Solamar Dr 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 9 27 27 672 12 7 22 480
Future Volume (veh/h) 9 27 27 672 12 7 22 480
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.93 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 11 33 723 13 24 516
Peak Hour Factor 0.82 0.82 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 35 104 1248 22 54 1866
Arrive On Green 0.09 0.09 0.35 0.35 0.03 0.53
Sat Flow, veh/h 395 1185 3659 64 1781 3647
Grp Volume(v), veh/h 45 0 360 376 24 516
Grp Sat Flow(s),veh/h/ln 1616 0 1777 1853 1781 1777
Q Serve(g_s), s 0.8 0.0 5.1 5.1 0.4 2.5
Cycle Q Clear(g_c), s 0.8 0.0 5.1 5.1 0.4 2.5
Prop In Lane 0.24 0.73 0.03 1.00
Lane Grp Cap(c), veh/h 142 0 622 648 54 1866
V/C Ratio(X) 0.32 0.00 0.58 0.58 0.45 0.28
Avail Cap(c_a), veh/h 1772 0 1031 1076 373 2178
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.3 0.0 8.2 8.2 14.8 4.1
Incr Delay (d2), s/veh 1.3 0.0 0.9 0.8 5.7 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 1.4 1.4 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.5 0.0 9.1 9.0 20.5 4.2
LnGrp LOS B A A A C A
Approach Vol, veh/h 45 736 540
Approach Delay, s/veh 14.5 9.1 4.9
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.4 16.8 22.3 8.7
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.4 7.1 4.5 2.8
Green Ext Time (p_c), s 0.0 3.4 3.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 319 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_PM 2: Carlsbad Blvd & Island Way 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 45 17 0 0 17 11 0 665 24 0 0 0
Future Volume (vph) 45 17 0 0 17 11 0 665 24 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.95 0.99
Flt Protected 0.96 1.00 1.00
Satd. Flow (prot) 1797 1765 3521
Flt Permitted 0.96 1.00 1.00
Satd. Flow (perm) 1797 1765 3521
Peak-hour factor, PHF 0.93 0.93 0.93 0.78 0.78 0.78 0.25 0.90 0.90 0.93 0.93 0.93 Adj. Flow (vph) 48 18 0 0 22 14 0 739 27 0 0 0
RTOR Reduction (vph) 0 0 0 0 12 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 66 0 0 24 0 0 764 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 48.6 12.4 22.0
Effective Green, g (s) 48.6 12.4 22.0
Actuated g/C Ratio 0.49 0.12 0.22
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 873 218 774
v/s Ratio Prot c0.04 c0.01 c0.22
v/s Ratio Perm
v/c Ratio 0.08 0.11 0.99
Uniform Delay, d1 13.7 38.9 38.9
Progression Factor 0.04 1.00 1.00
Incremental Delay, d2 0.2 0.2 28.8
Delay (s) 0.7 39.1 67.6
Level of Service A D E
Approach Delay (s) 0.7 39.1 67.6 0.0
Approach LOS A D E A
Intersection Summary
HCM 2000 Control Delay 61.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 320 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_PM 12: Carlsbad Blvd & Island Way 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 0 0 0 62 434
Future Volume (vph) 17 0 0 0 62 434
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.93 0.93 0.90 0.90 0.93 0.93
Adj. Flow (vph) 18 0 0 0 67 467
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 18 0 0 0 67 467
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 12.4 48.6 76.1
Effective Green, g (s) 12.4 48.6 76.1
Actuated g/C Ratio 0.12 0.49 0.76
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 219 860 2693
v/s Ratio Prot c0.01 0.04 c0.13
v/s Ratio Perm
v/c Ratio 0.08 0.08 0.17
Uniform Delay, d1 38.8 13.7 3.3
Progression Factor 0.33 1.00 1.00
Incremental Delay, d2 0.2 0.2 0.1
Delay (s) 12.9 13.9 3.4
Level of Service B B A
Approach Delay (s) 12.9 0.0 4.7
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 5.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 29.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 321 of 647
HCM 6th Signalized Intersection Summary Existing Summer_PM 3: Carlsbad Blvd & Breakwater 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 13 10 43 671 13 18 4 433
Future Volume (veh/h) 13 10 43 671 13 18 4 433
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 16 12 692 13 4 466
Peak Hour Factor 0.82 0.82 0.97 0.97 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 55 49 2481 47 10 2799
Arrive On Green 0.03 0.03 0.70 0.70 0.01 0.79
Sat Flow, veh/h 1781 1585 3662 67 1781 3647
Grp Volume(v), veh/h 16 12 345 360 4 466
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1858 1781 1777
Q Serve(g_s), s 0.6 0.5 4.6 4.6 0.1 2.0
Cycle Q Clear(g_c), s 0.6 0.5 4.6 4.6 0.1 2.0
Prop In Lane 1.00 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 55 49 1235 1292 10 2799
V/C Ratio(X) 0.29 0.25 0.28 0.28 0.42 0.17
Avail Cap(c_a), veh/h 901 802 1235 1292 267 2799
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.0 30.0 3.6 3.6 31.4 1.6
Incr Delay (d2), s/veh 1.1 1.0 0.6 0.5 10.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.2 1.2 1.3 0.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 30.9 4.2 4.2 41.8 1.8
LnGrp LOS C C A A D A
Approach Vol, veh/h 28 705 470
Approach Delay, s/veh 31.0 4.2 2.1
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.8 50.0 55.8 7.4
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.1 6.6 4.0 2.6
Green Ext Time (p_c), s 0.0 3.0 2.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 4.0
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 322 of 647
HCM 6th Signalized Intersection Summary Existing Summer_PM 4: Carlsbad Blvd & Poinsettia 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 7 28 9 14 168 0 230 3 0 508 126 2 Future Volume (veh/h) 7 28 9 14 168 0 230 3 0 508 126 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 8 33 11 205 0 280 0 546 135
Peak Hour Factor 0.85 0.85 0.85 0.82 0.82 0.82 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 162 170 144 0 0 0 0 2247 1002
Arrive On Green 0.09 0.09 0.09 0.00 0.00 0.00 0.00 0.63 0.63 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 8 33 11 0.0 0 546 135
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.3 1.1 0.4 0.0 4.6 2.4
Cycle Q Clear(g_c), s 0.3 1.1 0.4 0.0 4.6 2.4
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 162 170 144 0 2247 1002
V/C Ratio(X) 0.05 0.19 0.08 0.00 0.24 0.13
Avail Cap(c_a), veh/h 870 914 774 0 2247 1002
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 28.9 29.3 28.9 0.0 5.6 5.1
Incr Delay (d2), s/veh 0.1 0.5 0.2 0.0 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.5 0.2 0.0 1.4 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 29.8 29.2 0.0 5.8 5.4
LnGrp LOS C C C A A A
Approach Vol, veh/h 52 681
Approach Delay, s/veh 29.6 5.7
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.3 50.0 11.3 58.3
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 4.4 6.6 3.1 3.7
Green Ext Time (p_c), s 0.3 4.7 0.2 2.4
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 323 of 647
HCM 6th Signalized Intersection Summary Existing Summer_PM 4: Carlsbad Blvd & Poinsettia 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 122 307 63
Future Volume (veh/h) 122 307 63
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 124 313 64
Peak Hour Factor 0.98 0.98 0.98
Percent Heavy Veh, % 2 2 2
Cap, veh/h 212 2668 1190
Arrive On Green 0.06 0.75 0.75
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 124 313 64
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 2.4 1.7 0.7
Cycle Q Clear(g_c), s 2.4 1.7 0.7
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 212 2668 1190
V/C Ratio(X) 0.59 0.12 0.05
Avail Cap(c_a), veh/h 794 2668 1190
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 31.8 2.4 2.3
Incr Delay (d2), s/veh 2.6 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.4 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 2.5 2.3
LnGrp LOS C A A
Approach Vol, veh/h 501
Approach Delay, s/veh 10.3
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 324 of 647
HCM 6th Signalized Intersection Summary Existing Summer_PM 5: Carlsbad Blvd & Ponto Road 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 15 46 19 587 18 7 42 437
Future Volume (veh/h) 15 46 19 587 18 7 42 437
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 19 58 618 19 48 502
Peak Hour Factor 0.80 0.80 0.95 0.95 0.87 0.87
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 93 83 2460 76 74 2862
Arrive On Green 0.05 0.05 0.70 0.70 0.04 0.81
Sat Flow, veh/h 1781 1585 3613 108 1781 3647
Grp Volume(v), veh/h 19 58 312 325 48 502
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1851 1781 1777
Q Serve(g_s), s 0.8 2.8 4.9 5.0 2.1 2.5
Cycle Q Clear(g_c), s 0.8 2.8 4.9 5.0 2.1 2.5
Prop In Lane 1.00 1.00 0.06 1.00
Lane Grp Cap(c), veh/h 93 83 1242 1294 74 2862
V/C Ratio(X) 0.20 0.70 0.25 0.25 0.65 0.18
Avail Cap(c_a), veh/h 876 780 1242 1294 346 2862
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.1 36.0 4.2 4.2 36.5 1.7
Incr Delay (d2), s/veh 1.1 10.1 0.5 0.5 9.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 1.3 1.5 1.6 1.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 46.2 4.7 4.7 45.6 1.8
LnGrp LOS D D A A D A
Approach Vol, veh/h 77 637 550
Approach Delay, s/veh 43.7 4.7 5.7
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.2 60.0 68.2 9.0
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 15.0 54.0 54.0 38.0
Max Q Clear Time (g_c+I1), s 4.1 7.0 4.5 4.8
Green Ext Time (p_c), s 0.1 4.5 3.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.5
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 325 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_PM 6: Avenida Encinas & Carlsbad Blvd 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 15 0 0 134 10 0 614 174 0 0 0
Future Volume (vph) 2 15 0 0 134 10 0 614 174 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1853 3503 3539 1583
Flt Permitted 0.99 1.00 1.00 1.00
Satd. Flow (perm) 1853 3503 3539 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.89 0.89 0.89 0.91 0.91 0.91 0.86 0.86 0.86 Adj. Flow (vph) 2 17 0 0 151 11 0 675 191 0 0 0
RTOR Reduction (vph) 0 0 0 0 9 0 0 0 73 0 0 0
Lane Group Flow (vph) 0 19 0 0 153 0 0 675 118 0 0 0
Turn Type Split NA NA NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2
Actuated Green, G (s) 3.1 8.8 41.1 41.1
Effective Green, g (s) 3.1 8.8 41.1 41.1
Actuated g/C Ratio 0.05 0.13 0.62 0.62
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 86 463 2187 978
v/s Ratio Prot c0.01 c0.04 c0.19
v/s Ratio Perm 0.07
v/c Ratio 0.22 0.33 0.31 0.12
Uniform Delay, d1 30.5 26.2 6.0 5.2
Progression Factor 0.10 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.4 0.4 0.3
Delay (s) 4.5 26.6 6.4 5.5
Level of Service A C A A
Approach Delay (s) 4.5 26.6 6.2 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 66.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 31.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 326 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer_PM 16: 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 134 0 0 0 17 457
Future Volume (vph) 134 0 0 0 17 457
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.89 0.89 0.91 0.91 0.86 0.86
Adj. Flow (vph) 151 0 0 0 20 531
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 151 0 0 0 20 531
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.8 3.1 48.7
Effective Green, g (s) 8.8 3.1 48.7
Actuated g/C Ratio 0.13 0.05 0.73
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 454 82 2591
v/s Ratio Prot c0.04 0.01 c0.15
v/s Ratio Perm
v/c Ratio 0.33 0.24 0.20
Uniform Delay, d1 26.2 30.6 2.8
Progression Factor 0.14 1.00 1.00
Incremental Delay, d2 0.4 1.6 0.2
Delay (s) 4.2 32.1 3.0
Level of Service A C A
Approach Delay (s) 4.2 0.0 4.0
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 66.5 Sum of lost time (s) 13.5 Intersection Capacity Utilization 26.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 327 of 647
HCM 6th Signalized Intersection Summary Existing Summer_PM 7: Hwy 101/Carlsbad Blvd & La Costa 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 10 11 8 262 11 242 1 8 497 166 34 171 Future Volume (veh/h) 10 11 8 262 11 242 1 8 497 166 34 171 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 17 12 276 12 255 9 552 184 188
Peak Hour Factor 0.66 0.66 0.66 0.95 0.95 0.95 0.90 0.90 0.90 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 37 42 69 362 16 335 21 565 814 251
Arrive On Green 0.04 0.04 0.04 0.21 0.21 0.21 0.01 0.30 0.30 0.14 Sat Flow, veh/h 857 971 1585 1710 74 1585 1781 1870 1585 1781 Grp Volume(v), veh/h 32 0 12 288 0 255 9 552 184 188
Grp Sat Flow(s),veh/h/ln 1828 0 1585 1785 0 1585 1781 1870 1585 1781 Q Serve(g_s), s 1.0 0.0 0.4 9.0 0.0 9.0 0.3 17.4 3.8 6.0 Cycle Q Clear(g_c), s 1.0 0.0 0.4 9.0 0.0 9.0 0.3 17.4 3.8 6.0 Prop In Lane 0.47 1.00 0.96 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 79 0 69 378 0 335 21 565 814 251 V/C Ratio(X) 0.40 0.00 0.17 0.76 0.00 0.76 0.44 0.98 0.23 0.75 Avail Cap(c_a), veh/h 644 0 559 539 0 479 149 565 814 538 HCM Platoon Ratio 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 1.00 1.00 Uniform Delay (d), s/veh 27.7 0.0 27.5 22.1 0.0 22.1 29.2 20.6 8.0 24.6 Incr Delay (d2), s/veh 3.3 0.0 1.2 4.0 0.0 4.4 13.7 32.6 0.6 4.5 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 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.2 3.9 0.0 3.5 0.2 11.9 1.9 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 0.0 28.7 26.1 0.0 26.4 43.0 53.1 8.6 29.0 LnGrp LOS C A C C A C D D A C
Approach Vol, veh/h 44 543 745
Approach Delay, s/veh 30.4 26.2 42.0
Approach LOS C C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.9 22.5 7.1 5.2 30.2 17.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 8.0 19.4 3.0 2.3 6.3 11.0
Green Ext Time (p_c), s 0.3 0.0 0.1 0.0 2.8 1.6
Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 328 of 647
HCM 6th Signalized Intersection Summary Existing Summer_PM 7: Hwy 101/Carlsbad Blvd & La Costa 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 367 9
Future Volume (veh/h) 367 9
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 403 10
Peak Hour Factor 0.91 0.91
Percent Heavy Veh, % 2 2
Cap, veh/h 1533 684
Arrive On Green 0.43 0.43
Sat Flow, veh/h 3554 1585
Grp Volume(v), veh/h 403 10
Grp Sat Flow(s),veh/h/ln 1777 1585
Q Serve(g_s), s 4.3 0.2
Cycle Q Clear(g_c), s 4.3 0.2
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 1533 684
V/C Ratio(X) 0.26 0.01
Avail Cap(c_a), veh/h 1968 878
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 10.9 9.7
Incr Delay (d2), s/veh 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.0 9.7
LnGrp LOS B A
Approach Vol, veh/h 601
Approach Delay, s/veh 16.6
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 329 of 647
HCM 6th Signalized Intersection Summary Existing Summer WE_Midday 1: Carlsbad Blvd & Solamar Dr 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 10 59 45 707 13 9 29 676
Future Volume (veh/h) 10 59 45 707 13 9 29 676
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 0.93 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 14 86 760 14 33 760
Peak Hour Factor 0.69 0.69 0.93 0.93 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 28 169 1236 23 70 1846
Arrive On Green 0.13 0.13 0.35 0.35 0.04 0.52
Sat Flow, veh/h 220 1353 3657 66 1781 3647
Grp Volume(v), veh/h 101 0 379 395 33 760
Grp Sat Flow(s),veh/h/ln 1589 0 1777 1853 1781 1777
Q Serve(g_s), s 2.0 0.0 6.0 6.0 0.6 4.4
Cycle Q Clear(g_c), s 2.0 0.0 6.0 6.0 0.6 4.4
Prop In Lane 0.14 0.85 0.04 1.00
Lane Grp Cap(c), veh/h 199 0 616 642 70 1846
V/C Ratio(X) 0.51 0.00 0.61 0.62 0.47 0.41
Avail Cap(c_a), veh/h 1601 0 947 988 343 2000
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.8 0.0 9.2 9.2 15.9 5.0
Incr Delay (d2), s/veh 2.0 0.0 1.0 1.0 4.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 0.0 1.7 1.8 0.3 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 0.0 10.2 10.1 20.7 5.1
LnGrp LOS B A B B C A
Approach Vol, veh/h 101 774 793
Approach Delay, s/veh 15.8 10.1 5.8
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.8 17.7 23.5 10.2
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.6 8.0 6.4 4.0
Green Ext Time (p_c), s 0.0 3.5 4.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 330 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer WE_Midday 2: Carlsbad Blvd & Island Way 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 49 21 0 0 27 24 0 671 24 0 0 0
Future Volume (vph) 49 21 0 0 27 24 0 671 24 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.94 0.99
Flt Protected 0.97 1.00 1.00
Satd. Flow (prot) 1799 1743 3521
Flt Permitted 0.97 1.00 1.00
Satd. Flow (perm) 1799 1743 3521
Peak-hour factor, PHF 0.86 0.86 0.86 0.64 0.64 0.64 0.94 0.94 0.94 0.86 0.86 0.86 Adj. Flow (vph) 57 24 0 0 42 38 0 714 26 0 0 0
RTOR Reduction (vph) 0 0 0 0 33 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 81 0 0 47 0 0 738 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 46.6 14.4 22.0
Effective Green, g (s) 46.6 14.4 22.0
Actuated g/C Ratio 0.47 0.14 0.22
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 838 250 774
v/s Ratio Prot c0.05 c0.03 c0.21
v/s Ratio Perm
v/c Ratio 0.10 0.19 0.95
Uniform Delay, d1 14.9 37.7 38.5
Progression Factor 0.04 1.00 1.00
Incremental Delay, d2 0.2 0.4 21.5
Delay (s) 0.8 38.0 60.0
Level of Service A D E
Approach Delay (s) 0.8 38.0 60.0 0.0
Approach LOS A D E A
Intersection Summary
HCM 2000 Control Delay 52.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 331 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer WE_Midday 12: Carlsbad Blvd & Island Way 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 27 0 0 0 70 674
Future Volume (vph) 27 0 0 0 70 674
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.64 0.64 0.94 0.94 0.86 0.86
Adj. Flow (vph) 42 0 0 0 81 784
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 42 0 0 0 81 784
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 14.4 46.6 74.1
Effective Green, g (s) 14.4 46.6 74.1
Actuated g/C Ratio 0.14 0.47 0.74
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 254 824 2622
v/s Ratio Prot c0.02 0.05 c0.22
v/s Ratio Perm
v/c Ratio 0.17 0.10 0.30
Uniform Delay, d1 37.5 14.9 4.3
Progression Factor 0.43 1.00 1.00
Incremental Delay, d2 0.3 0.2 0.3
Delay (s) 16.3 15.2 4.6
Level of Service B B A
Approach Delay (s) 16.3 0.0 5.6
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.30
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 332 of 647
HCM 6th Signalized Intersection Summary Existing Summer WE_Midday 3: Carlsbad Blvd & Breakwater 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 22 10 26 696 10 14 6 676
Future Volume (veh/h) 22 10 26 696 10 14 6 676
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 35 16 757 11 7 751
Peak Hour Factor 0.62 0.62 0.92 0.92 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 83 74 2443 35 16 2756
Arrive On Green 0.05 0.05 0.68 0.68 0.01 0.78
Sat Flow, veh/h 1781 1585 3679 52 1781 3647
Grp Volume(v), veh/h 35 16 375 393 7 751
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1861 1781 1777
Q Serve(g_s), s 1.2 0.6 5.5 5.5 0.3 3.9
Cycle Q Clear(g_c), s 1.2 0.6 5.5 5.5 0.3 3.9
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 83 74 1210 1268 16 2756
V/C Ratio(X) 0.42 0.22 0.31 0.31 0.43 0.27
Avail Cap(c_a), veh/h 883 785 1210 1268 262 2756
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.0 29.7 4.2 4.2 31.8 2.1
Incr Delay (d2), s/veh 1.3 0.5 0.7 0.6 6.5 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.2 1.6 1.6 0.1 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.2 30.2 4.8 4.8 38.4 2.3
LnGrp LOS C C A A D A
Approach Vol, veh/h 51 768 758
Approach Delay, s/veh 30.9 4.8 2.6
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.1 50.0 56.1 8.5
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.3 7.5 5.9 3.2
Green Ext Time (p_c), s 0.0 3.3 3.9 0.1
Intersection Summary
HCM 6th Ctrl Delay 4.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 333 of 647
HCM 6th Signalized Intersection Summary Existing Summer WE_Midday 4: Carlsbad Blvd & Poinsettia 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 14 32 26 14 183 0 200 5 0 507 138 5 Future Volume (veh/h) 14 32 26 14 183 0 200 5 0 507 138 5 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 16 37 30 201 0 220 0 576 157
Peak Hour Factor 0.86 0.86 0.86 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 197 207 175 0 0 0 0 2111 942
Arrive On Green 0.11 0.11 0.11 0.00 0.00 0.00 0.00 0.59 0.59 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 16 37 30 0.0 0 576 157
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.6 1.3 1.3 0.0 5.8 3.3
Cycle Q Clear(g_c), s 0.6 1.3 1.3 0.0 5.8 3.3
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 197 207 175 0 2111 942
V/C Ratio(X) 0.08 0.18 0.17 0.00 0.27 0.17
Avail Cap(c_a), veh/h 818 859 728 0 2111 942
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 29.6 29.9 29.9 0.0 7.3 6.8
Incr Delay (d2), s/veh 0.2 0.4 0.5 0.0 0.3 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.6 0.5 0.0 2.0 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 30.3 30.3 0.0 7.6 7.2
LnGrp LOS C C C A A A
Approach Vol, veh/h 83 733
Approach Delay, s/veh 30.2 7.5
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 10.9 50.0 13.2 60.9
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 6.5 7.8 3.3 5.2
Green Ext Time (p_c), s 0.5 5.0 0.3 4.0
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 334 of 647
HCM 6th Signalized Intersection Summary Existing Summer WE_Midday 4: Carlsbad Blvd & Poinsettia 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 199 468 53
Future Volume (veh/h) 199 468 53
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 216 509 58
Peak Hour Factor 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2
Cap, veh/h 321 2633 1174
Arrive On Green 0.09 0.74 0.74
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 216 509 58
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 4.5 3.2 0.7
Cycle Q Clear(g_c), s 4.5 3.2 0.7
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 321 2633 1174
V/C Ratio(X) 0.67 0.19 0.05
Avail Cap(c_a), veh/h 747 2633 1174
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.5 2.9 2.6
Incr Delay (d2), s/veh 2.5 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.0 3.1 2.7
LnGrp LOS C A A
Approach Vol, veh/h 783
Approach Delay, s/veh 11.8
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 335 of 647
HCM 6th Signalized Intersection Summary Existing Summer WE_Midday 5: Carlsbad Blvd & Ponto Road 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 17 59 26 574 32 17 50 625
Future Volume (veh/h) 17 59 26 574 32 17 50 625
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 20 69 631 35 52 651
Peak Hour Factor 0.86 0.86 0.91 0.91 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 109 97 2365 131 77 2836
Arrive On Green 0.06 0.06 0.69 0.69 0.04 0.80
Sat Flow, veh/h 1781 1585 3517 190 1781 3647
Grp Volume(v), veh/h 20 69 327 339 52 651
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1836 1781 1777
Q Serve(g_s), s 0.8 3.3 5.5 5.5 2.2 3.5
Cycle Q Clear(g_c), s 0.8 3.3 5.5 5.5 2.2 3.5
Prop In Lane 1.00 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 109 97 1228 1269 77 2836
V/C Ratio(X) 0.18 0.71 0.27 0.27 0.67 0.23
Avail Cap(c_a), veh/h 866 771 1228 1269 342 2836
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 34.8 36.0 4.6 4.6 36.8 2.0
Incr Delay (d2), s/veh 0.8 9.2 0.5 0.5 9.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 1.5 1.7 1.8 1.2 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.6 45.2 5.1 5.1 46.6 2.1
LnGrp LOS D D A A D A
Approach Vol, veh/h 89 666 703
Approach Delay, s/veh 43.1 5.1 5.4
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.4 60.0 68.4 9.8
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 15.0 54.0 54.0 38.0
Max Q Clear Time (g_c+I1), s 4.2 7.5 5.5 5.3
Green Ext Time (p_c), s 0.1 4.7 5.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 336 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer WE_Midday 6: Avenida Encinas & Carlsbad Blvd 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 29 0 0 134 13 0 621 163 0 0 0
Future Volume (vph) 9 29 0 0 134 13 0 621 163 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1841 3493 3539 1583
Flt Permitted 0.99 1.00 1.00 1.00
Satd. Flow (perm) 1841 3493 3539 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.86 0.86 0.86 0.91 0.91 0.91 0.90 0.90 0.90 Adj. Flow (vph) 10 32 0 0 156 15 0 682 179 0 0 0
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 74 0 0 0
Lane Group Flow (vph) 0 42 0 0 160 0 0 682 105 0 0 0
Turn Type Split NA NA NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2
Actuated Green, G (s) 4.9 8.9 38.5 38.5
Effective Green, g (s) 4.9 8.9 38.5 38.5
Actuated g/C Ratio 0.07 0.14 0.59 0.59
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 137 472 2070 926
v/s Ratio Prot c0.02 c0.05 c0.19
v/s Ratio Perm 0.07
v/c Ratio 0.31 0.34 0.33 0.11
Uniform Delay, d1 28.8 25.8 7.0 6.1
Progression Factor 0.09 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.4 0.4 0.2
Delay (s) 3.8 26.2 7.4 6.3
Level of Service A C A A
Approach Delay (s) 3.8 26.2 7.2 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 65.8 Sum of lost time (s) 13.5 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 337 of 647
HCM Signalized Intersection Capacity Analysis Existing Summer WE_Midday 16: 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 134 0 0 0 38 635
Future Volume (vph) 134 0 0 0 38 635
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.86 0.86 0.91 0.91 0.90 0.90
Adj. Flow (vph) 156 0 0 0 42 706
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 156 0 0 0 42 706
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.9 4.9 47.9
Effective Green, g (s) 8.9 4.9 47.9
Actuated g/C Ratio 0.14 0.07 0.73
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 464 131 2576
v/s Ratio Prot c0.05 0.02 c0.20
v/s Ratio Perm
v/c Ratio 0.34 0.32 0.27
Uniform Delay, d1 25.8 28.9 3.0
Progression Factor 0.16 1.00 1.00
Incremental Delay, d2 0.4 1.4 0.3
Delay (s) 4.4 30.3 3.3
Level of Service A C A
Approach Delay (s) 4.4 0.0 4.8
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 65.8 Sum of lost time (s) 13.5 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 338 of 647
HCM 6th Signalized Intersection Summary Existing Summer WE_Midday 7: Hwy 101/Carlsbad Blvd & La Costa 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 5 11 18 236 20 293 4 4 426 245 58 192 Future Volume (veh/h) 5 11 18 236 20 293 4 4 426 245 58 192 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 6 14 23 274 23 341 5 495 285 213
Peak Hour Factor 0.77 0.77 0.77 0.86 0.86 0.86 0.86 0.86 0.86 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 23 54 66 412 35 396 12 520 837 271
Arrive On Green 0.04 0.04 0.04 0.25 0.25 0.25 0.01 0.28 0.28 0.15 Sat Flow, veh/h 553 1290 1585 1649 138 1585 1781 1870 1585 1781 Grp Volume(v), veh/h 20 0 23 297 0 341 5 495 285 213
Grp Sat Flow(s),veh/h/ln 1843 0 1585 1788 0 1585 1781 1870 1585 1781 Q Serve(g_s), s 0.7 0.0 0.9 9.7 0.0 13.3 0.2 16.8 6.7 7.5 Cycle Q Clear(g_c), s 0.7 0.0 0.9 9.7 0.0 13.3 0.2 16.8 6.7 7.5 Prop In Lane 0.30 1.00 0.92 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 77 0 66 447 0 396 12 520 837 271 V/C Ratio(X) 0.26 0.00 0.35 0.66 0.00 0.86 0.42 0.95 0.34 0.79 Avail Cap(c_a), veh/h 598 0 514 497 0 441 138 520 837 496 HCM Platoon Ratio 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 1.00 1.00 Uniform Delay (d), s/veh 30.0 0.0 30.2 21.8 0.0 23.2 32.0 22.9 8.8 26.4 Incr Delay (d2), s/veh 1.8 0.0 3.1 2.9 0.0 14.6 22.2 29.1 1.1 5.0 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.4 4.1 0.0 6.2 0.1 11.0 3.8 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.8 0.0 33.3 24.7 0.0 37.8 54.2 52.0 9.9 31.5 LnGrp LOS C A C C A D D D A C
Approach Vol, veh/h 43 638 785
Approach Delay, s/veh 32.6 31.7 36.7
Approach LOS C C D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.3 22.5 7.2 4.9 31.9 20.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 9.5 18.8 2.9 2.2 9.1 15.3
Green Ext Time (p_c), s 0.4 0.0 0.1 0.0 4.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 339 of 647
HCM 6th Signalized Intersection Summary Existing Summer WE_Midday 7: Hwy 101/Carlsbad Blvd & La Costa 09/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 509 17
Future Volume (veh/h) 509 17
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 566 19
Peak Hour Factor 0.90 0.90
Percent Heavy Veh, % 2 2
Cap, veh/h 1505 671
Arrive On Green 0.42 0.42
Sat Flow, veh/h 3554 1585
Grp Volume(v), veh/h 566 19
Grp Sat Flow(s),veh/h/ln 1777 1585
Q Serve(g_s), s 7.1 0.5
Cycle Q Clear(g_c), s 7.1 0.5
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 1505 671
V/C Ratio(X) 0.38 0.03
Avail Cap(c_a), veh/h 1812 808
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 12.8 10.9
Incr Delay (d2), s/veh 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.9 10.9
LnGrp LOS B B
Approach Vol, veh/h 798
Approach Delay, s/veh 17.8
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 340 of 647

Existing Fall Conditions

June 20, 2023
Item #15 Page 341 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_AM 1: Carlsbad Blvd & Solamar Dr 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 4 18 32 260 11 5 10 374
Future Volume (veh/h) 4 18 32 260 11 5 10 374
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.93 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 6 26 299 13 11 430
Peak Hour Factor 0.69 0.69 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 19 81 1070 46 26 1745
Arrive On Green 0.06 0.06 0.31 0.31 0.01 0.49
Sat Flow, veh/h 294 1272 3551 150 1781 3647
Grp Volume(v), veh/h 33 0 153 159 11 430
Grp Sat Flow(s),veh/h/ln 1614 0 1777 1830 1781 1777
Q Serve(g_s), s 0.5 0.0 1.8 1.8 0.2 1.9
Cycle Q Clear(g_c), s 0.5 0.0 1.8 1.8 0.2 1.9
Prop In Lane 0.18 0.79 0.08 1.00
Lane Grp Cap(c), veh/h 103 0 550 566 26 1745
V/C Ratio(X) 0.32 0.00 0.28 0.28 0.42 0.25
Avail Cap(c_a), veh/h 2037 0 1187 1222 430 2505
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.1 0.0 7.0 7.0 13.2 4.0
Incr Delay (d2), s/veh 1.8 0.0 0.3 0.3 10.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 0.4 0.4 0.1 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 0.0 7.3 7.3 23.6 4.0
LnGrp LOS B A A A C A
Approach Vol, veh/h 33 312 441
Approach Delay, s/veh 13.8 7.3 4.5
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 4.9 14.3 19.2 7.7
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.2 3.8 3.9 2.5
Green Ext Time (p_c), s 0.0 1.5 2.5 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 342 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer_AM 2: Carlsbad Blvd & Island Way 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 42 15 0 0 10 10 0 244 8 0 0 0
Future Volume (vph) 42 15 0 0 10 10 0 244 8 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.93 1.00
Flt Protected 0.96 1.00 1.00
Satd. Flow (prot) 1796 1737 3522
Flt Permitted 0.96 1.00 1.00
Satd. Flow (perm) 1796 1737 3522
Peak-hour factor, PHF 0.88 0.88 0.88 0.71 0.71 0.71 0.93 0.93 0.93 0.88 0.88 0.88 Adj. Flow (vph) 48 17 0 0 14 14 0 262 9 0 0 0
RTOR Reduction (vph) 0 0 0 0 12 0 0 3 0 0 0 0
Lane Group Flow (vph) 0 65 0 0 16 0 0 268 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 57.6 12.4 13.0
Effective Green, g (s) 57.6 12.4 13.0
Actuated g/C Ratio 0.58 0.12 0.13
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1034 215 457
v/s Ratio Prot c0.04 c0.01 c0.08
v/s Ratio Perm
v/c Ratio 0.06 0.07 0.59
Uniform Delay, d1 9.3 38.7 41.0
Progression Factor 0.75 1.00 1.00
Incremental Delay, d2 0.1 0.1 1.9
Delay (s) 7.2 38.9 42.9
Level of Service A D D
Approach Delay (s) 7.2 38.9 42.9 0.0
Approach LOS A D D A
Intersection Summary
HCM 2000 Control Delay 36.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.15
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 28.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
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HCM Signalized Intersection Capacity Analysis Existing Non Summer_AM 12: Carlsbad Blvd & Island Way 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 10 0 0 0 15 453
Future Volume (vph) 10 0 0 0 15 453
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.71 0.71 0.85 0.85 0.90 0.90
Adj. Flow (vph) 14 0 0 0 17 503
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 14 0 0 0 17 503
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 12.4 57.6 76.1
Effective Green, g (s) 12.4 57.6 76.1
Actuated g/C Ratio 0.12 0.58 0.76
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 219 1019 2693
v/s Ratio Prot c0.01 0.01 c0.14
v/s Ratio Perm
v/c Ratio 0.06 0.02 0.19
Uniform Delay, d1 38.7 9.1 3.3
Progression Factor 0.37 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2
Delay (s) 14.6 9.1 3.5
Level of Service B A A
Approach Delay (s) 14.6 0.0 3.7
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 4.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 30.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 344 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_AM 3: Carlsbad Blvd & Breakwater 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 15 14 7 238 9 7 6 447
Future Volume (veh/h) 15 14 7 238 9 7 6 447
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.96 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 25 23 256 10 6 471
Peak Hour Factor 0.60 0.60 0.93 0.93 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 80 71 2379 92 14 2760
Arrive On Green 0.04 0.04 0.68 0.68 0.01 0.78
Sat Flow, veh/h 1781 1585 3574 135 1781 3647
Grp Volume(v), veh/h 25 23 130 136 6 471
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1839 1781 1777
Q Serve(g_s), s 0.9 0.9 1.6 1.6 0.2 2.2
Cycle Q Clear(g_c), s 0.9 0.9 1.6 1.6 0.2 2.2
Prop In Lane 1.00 1.00 0.07 1.00
Lane Grp Cap(c), veh/h 80 71 1214 1257 14 2760
V/C Ratio(X) 0.31 0.32 0.11 0.11 0.43 0.17
Avail Cap(c_a), veh/h 885 788 1214 1257 263 2760
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 29.8 29.8 3.5 3.5 31.8 1.9
Incr Delay (d2), s/veh 0.8 1.0 0.2 0.2 7.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.4 0.4 0.5 0.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.6 30.8 3.7 3.7 39.2 2.0
LnGrp LOS C C A A D A
Approach Vol, veh/h 48 266 477
Approach Delay, s/veh 30.7 3.7 2.5
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.0 50.0 56.0 8.4
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.2 3.6 4.2 2.9
Green Ext Time (p_c), s 0.0 1.0 2.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 4.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 345 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_AM 4: Carlsbad Blvd & Poinsettia 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 5 18 10 25 170 0 117 1 0 131 109 1 Future Volume (veh/h) 5 18 10 25 170 0 117 1 0 131 109 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 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 1870 1870 1870 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 8 28 16 185 0 127 0 141 117
Peak Hour Factor 0.64 0.64 0.64 0.92 0.92 0.92 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 254 267 215 0 0 0 0 2118 919
Arrive On Green 0.14 0.14 0.14 0.00 0.00 0.00 0.00 0.60 0.60 Sat Flow, veh/h 1781 1870 1503 0 0 3647 1541
Grp Volume(v), veh/h 8 28 16 0.0 0 141 117
Grp Sat Flow(s),veh/h/ln 1781 1870 1503 0 1777 1541
Q Serve(g_s), s 0.3 1.0 0.7 0.0 1.2 2.5
Cycle Q Clear(g_c), s 0.3 1.0 0.7 0.0 1.2 2.5
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 254 267 215 0 2118 919
V/C Ratio(X) 0.03 0.10 0.07 0.00 0.07 0.13
Avail Cap(c_a), veh/h 820 861 692 0 2118 919
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 27.2 27.5 27.4 0.0 6.3 6.5
Incr Delay (d2), s/veh 0.0 0.2 0.1 0.0 0.1 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.4 0.2 0.0 0.4 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 27.7 27.6 0.0 6.3 6.8
LnGrp LOS C C C A A A
Approach Vol, veh/h 52 258
Approach Delay, s/veh 27.6 6.5
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.3 50.0 15.5 58.3
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 4.5 4.5 3.0 4.5
Green Ext Time (p_c), s 0.2 1.3 0.2 2.7
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 346 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_AM 4: Carlsbad Blvd & Poinsettia 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 113 349 8
Future Volume (veh/h) 113 349 8
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 118 364 8
Peak Hour Factor 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2
Cap, veh/h 200 2517 1083
Arrive On Green 0.06 0.71 0.71
Sat Flow, veh/h 3456 3554 1529
Grp Volume(v), veh/h 118 364 8
Grp Sat Flow(s),veh/h/ln 1728 1777 1529
Q Serve(g_s), s 2.5 2.5 0.1
Cycle Q Clear(g_c), s 2.5 2.5 0.1
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 200 2517 1083
V/C Ratio(X) 0.59 0.14 0.01
Avail Cap(c_a), veh/h 749 2517 1083
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 33.9 3.5 3.2
Incr Delay (d2), s/veh 2.7 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.7 3.6 3.2
LnGrp LOS D A A
Approach Vol, veh/h 490
Approach Delay, s/veh 11.6
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 347 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_AM 5: Carlsbad Blvd & Ponto Road 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 12 58 7 180 13 1 52 479
Future Volume (veh/h) 12 58 7 180 13 1 52 479
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.96 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 16 79 198 14 58 538
Peak Hour Factor 0.73 0.73 0.91 0.91 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 121 108 2297 161 81 2817
Arrive On Green 0.07 0.07 0.68 0.68 0.05 0.79
Sat Flow, veh/h 1781 1585 3452 235 1781 3647
Grp Volume(v), veh/h 16 79 104 108 58 538
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1817 1781 1777
Q Serve(g_s), s 0.7 3.9 1.6 1.6 2.5 2.9
Cycle Q Clear(g_c), s 0.7 3.9 1.6 1.6 2.5 2.9
Prop In Lane 1.00 1.00 0.13 1.00
Lane Grp Cap(c), veh/h 121 108 1215 1243 81 2817
V/C Ratio(X) 0.13 0.73 0.09 0.09 0.71 0.19
Avail Cap(c_a), veh/h 857 763 1215 1243 338 2817
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 34.6 36.1 4.2 4.2 37.2 2.0
Incr Delay (d2), s/veh 0.5 9.2 0.1 0.1 11.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 1.7 0.5 0.5 1.3 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 45.3 4.3 4.3 48.2 2.2
LnGrp LOS D D A A D A
Approach Vol, veh/h 95 212 596
Approach Delay, s/veh 43.6 4.3 6.6
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.6 60.0 68.6 10.4
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 15.0 54.0 54.0 38.0
Max Q Clear Time (g_c+I1), s 4.5 3.6 4.9 5.9
Green Ext Time (p_c), s 0.1 1.3 4.2 0.3
Intersection Summary
HCM 6th Ctrl Delay 10.0
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 348 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer_AM 6: Avenida Encinas & Carlsbad Blvd 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 18 0 0 89 6 5 193 82 0 0 0
Future Volume (vph) 2 18 0 0 89 6 5 193 82 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1854 3501 3535 1531
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1854 3501 3535 1531
Peak-hour factor, PHF 0.61 0.61 0.61 0.72 0.72 0.72 0.86 0.86 0.86 0.81 0.81 0.81 Adj. Flow (vph) 3 30 0 0 124 8 6 224 95 0 0 0
RTOR Reduction (vph) 0 0 0 0 7 0 0 0 39 0 0 0
Lane Group Flow (vph) 0 33 0 0 125 0 0 230 56 0 0 0
Confl. Peds. (#/hr) 1 2
Confl. Bikes (#/hr) 5 8 21
Turn Type Split NA NA Perm NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2 2
Actuated Green, G (s) 4.8 8.3 38.5 38.5
Effective Green, g (s) 4.8 8.3 38.5 38.5
Actuated g/C Ratio 0.07 0.13 0.59 0.59
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 136 446 2090 905
v/s Ratio Prot c0.02 c0.04
v/s Ratio Perm 0.07 0.04
v/c Ratio 0.24 0.28 0.11 0.06
Uniform Delay, d1 28.4 25.7 5.8 5.6
Progression Factor 0.44 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.3 0.1 0.1
Delay (s) 13.5 26.0 5.9 5.8
Level of Service B C A A
Approach Delay (s) 13.5 26.0 5.9 0.0
Approach LOS B C A A
Intersection Summary
HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.15
Actuated Cycle Length (s) 65.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 23.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 349 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer_AM 16: Avenida Encinas & Carlsbad Blvd 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 89 0 0 0 20 479
Future Volume (vph) 89 0 0 0 20 479
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.78 0.78 0.94 0.94 0.95 0.95
Adj. Flow (vph) 114 0 0 0 21 504
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 114 0 0 0 21 504
Confl. Peds. (#/hr) 10
Confl. Bikes (#/hr) 1
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.2 4.9 48.7
Effective Green, g (s) 8.2 4.9 48.7
Actuated g/C Ratio 0.12 0.07 0.74
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 427 131 2615
v/s Ratio Prot c0.03 0.01 c0.14
v/s Ratio Perm
v/c Ratio 0.27 0.16 0.19
Uniform Delay, d1 26.1 28.6 2.6
Progression Factor 0.29 1.00 1.00
Incremental Delay, d2 0.3 0.6 0.2
Delay (s) 7.8 29.1 2.8
Level of Service A C A
Approach Delay (s) 7.8 0.0 3.8
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.22
Actuated Cycle Length (s) 65.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 350 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 3 6 5 251 19 96 11 155 195 22 181 367 Future Volume (veh/h) 3 6 5 251 19 96 11 155 195 22 181 367 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.95 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 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 Adj Flow Rate, veh/h 4 9 7 282 21 108 11 158 199 208 422 Peak Hour Factor 0.70 0.70 0.70 0.89 0.89 0.89 0.98 0.98 0.98 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 17 37 46 356 26 339 25 566 793 271 1566
Arrive On Green 0.03 0.03 0.03 0.21 0.21 0.21 0.01 0.30 0.30 0.15 0.44 Sat Flow, veh/h 567 1275 1574 1663 124 1585 1781 1870 1503 1781 3554 Grp Volume(v), veh/h 13 0 7 303 0 108 11 158 199 208 422 Grp Sat Flow(s),veh/h/ln 1842 0 1574 1787 0 1585 1781 1870 1503 1781 1777 Q Serve(g_s), s 0.4 0.0 0.3 9.6 0.0 3.4 0.4 3.8 4.4 6.7 4.5 Cycle Q Clear(g_c), s 0.4 0.0 0.3 9.6 0.0 3.4 0.4 3.8 4.4 6.7 4.5 Prop In Lane 0.31 1.00 0.93 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 54 0 46 382 0 339 25 566 793 271 1566 V/C Ratio(X) 0.24 0.00 0.15 0.79 0.00 0.32 0.44 0.28 0.25 0.77 0.27 Avail Cap(c_a), veh/h 650 0 555 541 0 479 150 566 793 539 1970 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 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 0.0 28.2 22.1 0.0 19.7 29.1 15.8 8.0 24.2 10.6 Incr Delay (d2), s/veh 2.3 0.0 1.5 5.3 0.0 0.5 11.8 1.2 0.8 4.5 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 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.1 4.3 0.0 1.2 0.2 1.7 2.2 3.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 0.0 29.7 27.5 0.0 20.3 40.9 17.0 8.8 28.8 10.7 LnGrp LOS C A C C A C D B A C B
Approach Vol, veh/h 20 411 368 636
Approach Delay, s/veh 30.2 25.6 13.3 16.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.6 22.5 6.2 5.3 30.7 17.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 8.7 6.4 2.4 2.4 6.5 11.6
Green Ext Time (p_c), s 0.4 1.2 0.0 0.0 2.9 1.2
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 351 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 5
Future Volume (veh/h) 5
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 0.95
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 6
Peak Hour Factor 0.87
Percent Heavy Veh, % 2
Cap, veh/h 662
Arrive On Green 0.44
Sat Flow, veh/h 1503
Grp Volume(v), veh/h 6
Grp Sat Flow(s),veh/h/ln 1503
Q Serve(g_s), s 0.1
Cycle Q Clear(g_c), s 0.1
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 662
V/C Ratio(X) 0.01
Avail Cap(c_a), veh/h 834
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 9.3
Incr Delay (d2), s/veh 0.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.4
LnGrp LOS A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
June 20, 2023
Item #15 Page 352 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_PM 1: Carlsbad Blvd & Solamar Dr 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 9 21 36 834 10 9 17 487
Future Volume (veh/h) 9 21 36 834 10 9 17 487
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 0.95 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 12 28 887 11 20 573
Peak Hour Factor 0.75 0.75 0.94 0.94 0.85 0.85
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 40 93 1392 17 45 1955
Arrive On Green 0.08 0.08 0.39 0.39 0.03 0.55
Sat Flow, veh/h 476 1110 3685 45 1781 3647
Grp Volume(v), veh/h 41 0 439 459 20 573
Grp Sat Flow(s),veh/h/ln 1626 0 1777 1860 1781 1777
Q Serve(g_s), s 0.8 0.0 6.6 6.6 0.4 2.8
Cycle Q Clear(g_c), s 0.8 0.0 6.6 6.6 0.4 2.8
Prop In Lane 0.29 0.68 0.02 1.00
Lane Grp Cap(c), veh/h 136 0 688 720 45 1955
V/C Ratio(X) 0.30 0.00 0.64 0.64 0.44 0.29
Avail Cap(c_a), veh/h 1687 0 976 1022 353 2061
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.1 0.0 8.2 8.2 15.7 4.0
Incr Delay (d2), s/veh 1.2 0.0 1.0 0.9 6.6 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 1.7 1.8 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.3 0.0 9.2 9.1 22.4 4.0
LnGrp LOS B A A A C A
Approach Vol, veh/h 41 898 593
Approach Delay, s/veh 15.3 9.1 4.7
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.3 18.7 24.0 8.7
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.4 8.6 4.8 2.8
Green Ext Time (p_c), s 0.0 3.9 3.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 7.6
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 353 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer_PM 2: Carlsbad Blvd & Island Way 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 13 0 0 26 11 0 822 21 0 0 0
Future Volume (vph) 31 13 0 0 26 11 0 822 21 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frpb, ped/bikes 1.00 0.99 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 0.96 1.00
Flt Protected 0.97 1.00 1.00
Satd. Flow (prot) 1800 1775 3521
Flt Permitted 0.97 1.00 1.00
Satd. Flow (perm) 1800 1775 3521
Peak-hour factor, PHF 0.89 0.89 0.89 0.84 0.84 0.84 0.87 0.87 0.87 0.93 0.93 0.93 Adj. Flow (vph) 35 15 0 0 31 13 0 945 24 0 0 0
RTOR Reduction (vph) 0 0 0 0 11 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 50 0 0 33 0 0 967 0 0 0 0
Confl. Peds. (#/hr) 18
Confl. Bikes (#/hr) 23
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 46.6 14.4 22.0
Effective Green, g (s) 46.6 14.4 22.0
Actuated g/C Ratio 0.47 0.14 0.22
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 838 255 774
v/s Ratio Prot c0.03 c0.02 c0.27
v/s Ratio Perm
v/c Ratio 0.06 0.13 1.25
Uniform Delay, d1 14.7 37.3 39.0
Progression Factor 0.70 1.00 1.00
Incremental Delay, d2 0.1 0.2 123.1
Delay (s) 10.4 37.6 162.1
Level of Service B D F
Approach Delay (s) 10.4 37.6 162.1 0.0
Approach LOS B D F A
Intersection Summary
HCM 2000 Control Delay 149.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
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HCM Signalized Intersection Capacity Analysis Existing Non Summer_PM 12: Carlsbad Blvd & Island Way 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 26 0 0 0 13 360
Future Volume (vph) 26 0 0 0 13 360
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.84 0.84 0.25 0.25 0.88 0.88
Adj. Flow (vph) 31 0 0 0 15 409
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 31 0 0 0 15 409
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 14.4 46.6 74.1
Effective Green, g (s) 14.4 46.6 74.1
Actuated g/C Ratio 0.14 0.47 0.74
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 254 824 2622
v/s Ratio Prot c0.02 0.01 c0.12
v/s Ratio Perm
v/c Ratio 0.12 0.02 0.16
Uniform Delay, d1 37.3 14.4 3.8
Progression Factor 0.27 1.00 1.00
Incremental Delay, d2 0.2 0.0 0.1
Delay (s) 10.3 14.4 3.9
Level of Service B B A
Approach Delay (s) 10.3 0.0 4.3
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 4.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 355 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_PM 3: Carlsbad Blvd & Breakwater 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 16 10 24 833 15 17 15 351
Future Volume (veh/h) 16 10 24 833 15 17 15 351
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 25 15 905 16 16 386
Peak Hour Factor 0.65 0.65 0.92 0.92 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 71 63 2423 43 34 2782
Arrive On Green 0.04 0.04 0.68 0.68 0.02 0.78
Sat Flow, veh/h 1781 1585 3664 63 1781 3647
Grp Volume(v), veh/h 25 15 450 471 16 386
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1856 1781 1777
Q Serve(g_s), s 0.9 0.6 7.1 7.1 0.6 1.7
Cycle Q Clear(g_c), s 0.9 0.6 7.1 7.1 0.6 1.7
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 71 63 1206 1260 34 2782
V/C Ratio(X) 0.35 0.24 0.37 0.37 0.47 0.14
Avail Cap(c_a), veh/h 879 783 1206 1260 261 2782
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.3 30.2 4.5 4.5 31.5 1.7
Incr Delay (d2), s/veh 1.1 0.7 0.9 0.8 3.6 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.2 2.0 2.1 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.4 30.9 5.4 5.3 35.1 1.8
LnGrp LOS C C A A D A
Approach Vol, veh/h 40 921 402
Approach Delay, s/veh 31.2 5.3 3.1
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.8 50.0 56.8 8.1
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.6 9.1 3.7 2.9
Green Ext Time (p_c), s 0.0 4.2 1.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 356 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_PM 4: Carlsbad Blvd & Poinsettia 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 11 14 4 12 138 0 242 4 0 608 157 2 Future Volume (veh/h) 11 14 4 12 138 0 242 4 0 608 157 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 1.00 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 1870 1870 1870 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 15 19 5 145 0 255 0 683 176
Peak Hour Factor 0.73 0.73 0.73 0.95 0.95 0.95 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 288 302 240 0 0 0 0 2035 884
Arrive On Green 0.16 0.16 0.16 0.00 0.00 0.00 0.00 0.57 0.57 Sat Flow, veh/h 1781 1870 1484 0 0 3647 1545
Grp Volume(v), veh/h 15 19 5 0.0 0 683 176
Grp Sat Flow(s),veh/h/ln 1781 1870 1484 0 1777 1545
Q Serve(g_s), s 0.5 0.7 0.2 0.0 7.8 4.2
Cycle Q Clear(g_c), s 0.5 0.7 0.2 0.0 7.8 4.2
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 288 302 240 0 2035 884
V/C Ratio(X) 0.05 0.06 0.02 0.00 0.34 0.20
Avail Cap(c_a), veh/h 788 827 656 0 2035 884
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 27.3 27.3 27.1 0.0 8.7 7.9
Incr Delay (d2), s/veh 0.1 0.1 0.0 0.0 0.4 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.3 0.1 0.0 2.8 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.3 27.4 27.1 0.0 9.1 8.4
LnGrp LOS C C C A A A
Approach Vol, veh/h 39 859
Approach Delay, s/veh 27.3 9.0
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.4 50.0 17.4 59.4
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 5.3 9.8 2.7 4.1
Green Ext Time (p_c), s 0.3 6.1 0.1 2.2
Intersection Summary
HCM 6th Ctrl Delay 11.4
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 357 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_PM 4: Carlsbad Blvd & Poinsettia 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 129 243 38
Future Volume (veh/h) 129 243 38
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 154 289 45
Peak Hour Factor 0.84 0.84 0.84
Percent Heavy Veh, % 2 2 2
Cap, veh/h 245 2471 1061
Arrive On Green 0.07 0.70 0.70
Sat Flow, veh/h 3456 3554 1526
Grp Volume(v), veh/h 154 289 45
Grp Sat Flow(s),veh/h/ln 1728 1777 1526
Q Serve(g_s), s 3.3 2.1 0.7
Cycle Q Clear(g_c), s 3.3 2.1 0.7
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 245 2471 1061
V/C Ratio(X) 0.63 0.12 0.04
Avail Cap(c_a), veh/h 719 2471 1061
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 34.7 3.9 3.7
Incr Delay (d2), s/veh 2.6 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.6 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.4 4.0 3.7
LnGrp LOS D A A
Approach Vol, veh/h 488
Approach Delay, s/veh 14.5
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 358 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_PM 5: Carlsbad Blvd & Ponto Road 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 2 59 9 732 18 3 56 331
Future Volume (veh/h) 2 59 9 732 18 3 56 331
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.97 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 3 81 822 20 64 380
Peak Hour Factor 0.73 0.73 0.89 0.89 0.87 0.87
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 118 105 2421 59 85 2824
Arrive On Green 0.07 0.07 0.68 0.68 0.05 0.79
Sat Flow, veh/h 1781 1585 3635 86 1781 3647
Grp Volume(v), veh/h 3 81 412 430 64 380
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1851 1781 1777
Q Serve(g_s), s 0.1 4.0 7.6 7.6 2.8 1.9
Cycle Q Clear(g_c), s 0.1 4.0 7.6 7.6 2.8 1.9
Prop In Lane 1.00 1.00 0.05 1.00
Lane Grp Cap(c), veh/h 118 105 1215 1265 85 2824
V/C Ratio(X) 0.03 0.77 0.34 0.34 0.75 0.13
Avail Cap(c_a), veh/h 857 762 1215 1265 338 2824
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 34.5 36.3 5.2 5.2 37.2 1.9
Incr Delay (d2), s/veh 0.1 11.3 0.8 0.7 12.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 1.8 2.4 2.5 1.5 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.6 47.6 5.9 5.9 49.6 2.0
LnGrp LOS C D A A D A
Approach Vol, veh/h 84 842 444
Approach Delay, s/veh 47.1 5.9 8.8
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.8 60.0 68.8 10.2
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 15.0 54.0 54.0 38.0
Max Q Clear Time (g_c+I1), s 4.8 9.6 3.9 6.0
Green Ext Time (p_c), s 0.1 6.4 2.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 9.4
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 359 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer_PM 6: Avenida Encinas & Carlsbad Blvd 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 9 0 0 87 9 4 739 173 0 0 0
Future Volume (vph) 3 9 0 0 87 9 4 739 173 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1841 3486 3538 1528
Flt Permitted 0.99 1.00 1.00 1.00
Satd. Flow (perm) 1841 3486 3538 1528
Peak-hour factor, PHF 0.94 0.94 0.94 0.89 0.89 0.89 0.92 0.92 0.92 0.86 0.86 0.86 Adj. Flow (vph) 3 10 0 0 98 10 4 803 188 0 0 0
RTOR Reduction (vph) 0 0 0 0 9 0 0 0 71 0 0 0
Lane Group Flow (vph) 0 13 0 0 99 0 0 807 117 0 0 0
Confl. Peds. (#/hr) 1
Confl. Bikes (#/hr) 4 1 23
Turn Type Split NA NA Perm NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2 2
Actuated Green, G (s) 3.2 8.2 41.4 41.4
Effective Green, g (s) 3.2 8.2 41.4 41.4
Actuated g/C Ratio 0.05 0.12 0.62 0.62
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 88 431 2209 954
v/s Ratio Prot c0.01 c0.03
v/s Ratio Perm 0.23 0.08
v/c Ratio 0.15 0.23 0.37 0.12
Uniform Delay, d1 30.2 26.2 6.1 5.1
Progression Factor 0.09 1.00 1.00 1.00
Incremental Delay, d2 0.8 0.3 0.5 0.3
Delay (s) 3.6 26.5 6.5 5.3
Level of Service A C A A
Approach Delay (s) 3.6 26.5 6.3 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 66.3 Sum of lost time (s) 13.5 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 360 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer_PM 16: 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 87 0 0 0 12 331
Future Volume (vph) 87 0 0 0 12 331
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.76 0.76 0.91 0.91 0.83 0.83
Adj. Flow (vph) 114 0 0 0 14 399
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 114 0 0 0 14 399
Confl. Peds. (#/hr) 4 1
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.2 3.2 49.1
Effective Green, g (s) 8.2 3.2 49.1
Actuated g/C Ratio 0.12 0.05 0.74
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 424 85 2620
v/s Ratio Prot c0.03 0.01 c0.11
v/s Ratio Perm
v/c Ratio 0.27 0.16 0.15
Uniform Delay, d1 26.3 30.3 2.5
Progression Factor 0.29 1.00 1.00
Incremental Delay, d2 0.3 0.9 0.1
Delay (s) 8.0 31.2 2.6
Level of Service A C A
Approach Delay (s) 8.0 0.0 3.6
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.5 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 66.3 Sum of lost time (s) 13.5 Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 361 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_PM 7: Hwy 101/Carlsbad Blvd & La Costa 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 6 20 5 220 14 337 7 6 536 189 17 129 Future Volume (veh/h) 6 20 5 220 14 337 7 6 536 189 17 129 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.96 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 29 7 239 15 366 6 576 203 143
Peak Hour Factor 0.70 0.70 0.70 0.92 0.92 0.92 0.93 0.93 0.93 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 24 79 87 442 28 417 14 531 849 201
Arrive On Green 0.06 0.06 0.06 0.26 0.26 0.26 0.01 0.28 0.28 0.11 Sat Flow, veh/h 438 1411 1555 1681 105 1585 1781 1870 1520 1781 Grp Volume(v), veh/h 38 0 7 254 0 366 6 576 203 143
Grp Sat Flow(s),veh/h/ln 1848 0 1555 1786 0 1585 1781 1870 1520 1781 Q Serve(g_s), s 1.3 0.0 0.3 7.7 0.0 14.0 0.2 18.0 4.4 4.9 Cycle Q Clear(g_c), s 1.3 0.0 0.3 7.7 0.0 14.0 0.2 18.0 4.4 4.9 Prop In Lane 0.24 1.00 0.94 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 103 0 87 470 0 417 14 531 849 201 V/C Ratio(X) 0.37 0.00 0.08 0.54 0.00 0.88 0.43 1.08 0.24 0.71 Avail Cap(c_a), veh/h 613 0 515 508 0 450 141 531 849 506 HCM Platoon Ratio 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 1.00 1.00 Uniform Delay (d), s/veh 28.8 0.0 28.4 20.1 0.0 22.4 31.3 22.7 7.5 27.1 Incr Delay (d2), s/veh 2.2 0.0 0.4 1.0 0.0 16.8 19.1 63.7 0.7 4.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.1 3.1 0.0 6.7 0.2 16.6 2.4 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 0.0 28.8 21.0 0.0 39.2 50.4 86.4 8.2 31.7 LnGrp LOS C A C C A D D F A C
Approach Vol, veh/h 45 620 785
Approach Delay, s/veh 30.7 31.8 65.9
Approach LOS C C E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.7 22.5 8.0 5.0 29.2 21.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 6.9 20.0 3.3 2.2 5.5 16.0
Green Ext Time (p_c), s 0.3 0.0 0.1 0.0 2.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 362 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer_PM 7: Hwy 101/Carlsbad Blvd & La Costa 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 268 10
Future Volume (veh/h) 268 10
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 0.96
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 298 11
Peak Hour Factor 0.90 0.90
Percent Heavy Veh, % 2 2
Cap, veh/h 1383 591
Arrive On Green 0.39 0.39
Sat Flow, veh/h 3554 1519
Grp Volume(v), veh/h 298 11
Grp Sat Flow(s),veh/h/ln 1777 1519
Q Serve(g_s), s 3.5 0.3
Cycle Q Clear(g_c), s 3.5 0.3
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 1383 591
V/C Ratio(X) 0.22 0.02
Avail Cap(c_a), veh/h 1851 791
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 12.9 11.9
Incr Delay (d2), s/veh 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.0 11.9
LnGrp LOS B B
Approach Vol, veh/h 452
Approach Delay, s/veh 18.9
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 363 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer WE_Midday 1: Carlsbad Blvd & Solamar Dr 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 6 14 23 464 10 4 20 583
Future Volume (veh/h) 6 14 23 464 10 4 20 583
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.86 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 7 17 499 11 22 634
Peak Hour Factor 0.83 0.83 0.93 0.93 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 31 76 1074 24 50 1759
Arrive On Green 0.07 0.07 0.30 0.30 0.03 0.50
Sat Flow, veh/h 457 1109 3633 78 1781 3647
Grp Volume(v), veh/h 25 0 250 260 22 634
Grp Sat Flow(s),veh/h/ln 1630 0 1777 1841 1781 1777
Q Serve(g_s), s 0.4 0.0 3.1 3.2 0.3 3.0
Cycle Q Clear(g_c), s 0.4 0.0 3.1 3.2 0.3 3.0
Prop In Lane 0.28 0.68 0.04 1.00
Lane Grp Cap(c), veh/h 112 0 539 559 50 1759
V/C Ratio(X) 0.22 0.00 0.46 0.47 0.44 0.36
Avail Cap(c_a), veh/h 2016 0 1163 1205 421 2455
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.1 0.0 7.8 7.8 13.2 4.3
Incr Delay (d2), s/veh 1.0 0.0 0.6 0.6 5.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.8 0.8 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.1 0.0 8.4 8.4 19.1 4.4
LnGrp LOS B A A A B A
Approach Vol, veh/h 25 510 656
Approach Delay, s/veh 13.1 8.4 4.9
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.3 14.3 19.6 7.9
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.3 5.2 5.0 2.4
Green Ext Time (p_c), s 0.0 2.5 3.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 364 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer WE_Midday 2: Carlsbad Blvd & Island Way 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 17 0 0 13 13 0 436 15 0 0 0
Future Volume (vph) 44 17 0 0 13 13 0 436 15 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 0.93 1.00
Flt Protected 0.97 1.00 1.00
Satd. Flow (prot) 1798 1737 3501
Flt Permitted 0.97 1.00 1.00
Satd. Flow (perm) 1798 1737 3501
Peak-hour factor, PHF 0.95 0.95 0.95 0.65 0.65 0.65 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 46 18 0 0 20 20 0 507 17 0 0 0
RTOR Reduction (vph) 0 0 0 0 18 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 64 0 0 22 0 0 522 0 0 0 0
Confl. Bikes (#/hr) 86
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 51.0 12.4 19.6
Effective Green, g (s) 51.0 12.4 19.6
Actuated g/C Ratio 0.51 0.12 0.20
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 916 215 686
v/s Ratio Prot c0.04 c0.01 c0.15
v/s Ratio Perm
v/c Ratio 0.07 0.10 0.76
Uniform Delay, d1 12.4 38.9 38.0
Progression Factor 0.73 1.00 1.00
Incremental Delay, d2 0.1 0.2 5.0
Delay (s) 9.2 39.1 42.9
Level of Service A D D
Approach Delay (s) 9.2 39.1 42.9 0.0
Approach LOS A D D A
Intersection Summary
HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 32.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 365 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer WE_Midday 12: Carlsbad Blvd & Island Way 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 13 0 0 0 17 554
Future Volume (vph) 13 0 0 0 17 554
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.65 0.64 0.94 0.94 0.95 0.95
Adj. Flow (vph) 20 0 0 0 18 583
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 20 0 0 0 18 583
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 12.4 51.0 76.1
Effective Green, g (s) 12.4 51.0 76.1
Actuated g/C Ratio 0.12 0.51 0.76
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 219 902 2693
v/s Ratio Prot c0.01 0.01 c0.16
v/s Ratio Perm
v/c Ratio 0.09 0.02 0.22
Uniform Delay, d1 38.8 12.1 3.4
Progression Factor 0.43 1.00 1.00
Incremental Delay, d2 0.2 0.0 0.2
Delay (s) 16.8 12.2 3.6
Level of Service B B A
Approach Delay (s) 16.8 0.0 3.9
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 366 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer WE_Midday 3: Carlsbad Blvd & Breakwater 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 20 8 32 451 24 16 6 544
Future Volume (veh/h) 20 8 32 451 24 16 6 544
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.93 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 23 9 507 27 6 585
Peak Hour Factor 0.88 0.88 0.89 0.89 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 60 54 2362 125 14 2791
Arrive On Green 0.03 0.03 0.69 0.69 0.01 0.79
Sat Flow, veh/h 1781 1585 3511 181 1781 3647
Grp Volume(v), veh/h 23 9 263 271 6 585
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1822 1781 1777
Q Serve(g_s), s 0.8 0.4 3.4 3.4 0.2 2.7
Cycle Q Clear(g_c), s 0.8 0.4 3.4 3.4 0.2 2.7
Prop In Lane 1.00 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 60 54 1228 1259 14 2791
V/C Ratio(X) 0.38 0.17 0.21 0.22 0.43 0.21
Avail Cap(c_a), veh/h 895 797 1228 1259 266 2791
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.1 29.9 3.6 3.6 31.4 1.8
Incr Delay (d2), s/veh 1.5 0.5 0.4 0.4 7.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.1 0.9 1.0 0.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.6 30.4 4.0 4.0 38.8 1.9
LnGrp LOS C C A A D A
Approach Vol, veh/h 32 534 591
Approach Delay, s/veh 31.2 4.0 2.3
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.0 50.0 56.0 7.7
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.2 5.4 4.7 2.8
Green Ext Time (p_c), s 0.0 2.2 2.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 3.9
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 367 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer WE_Midday 4: Carlsbad Blvd & Poinsettia 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBL Lane Configurations
Traffic Volume (veh/h) 3 16 5 13 111 0 169 1 0 335 87 140 Future Volume (veh/h) 3 16 5 13 111 0 169 1 0 335 87 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 1.00 1.00 0.96 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 0 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 4 21 7 119 0 182 0 414 107 156
Peak Hour Factor 0.75 0.75 0.75 0.93 0.93 0.93 0.81 0.81 0.81 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2
Cap, veh/h 242 255 202 0 0 0 0 2098 897 249
Arrive On Green 0.14 0.14 0.14 0.00 0.00 0.00 0.00 0.59 0.59 0.07 Sat Flow, veh/h 1781 1870 1487 0 0 3647 1519 3456
Grp Volume(v), veh/h 4 21 7 0.0 0 414 107 156
Grp Sat Flow(s),veh/h/ln 1781 1870 1487 0 1777 1519 1728 Q Serve(g_s), s 0.1 0.7 0.3 0.0 4.0 2.3 3.3
Cycle Q Clear(g_c), s 0.1 0.7 0.3 0.0 4.0 2.3 3.3
Prop In Lane 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 242 255 202 0 2098 897 249
V/C Ratio(X) 0.02 0.08 0.03 0.00 0.20 0.12 0.63
Avail Cap(c_a), veh/h 813 853 678 0 2098 897 742
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.9 28.1 27.9 0.0 7.1 6.7 33.6 Incr Delay (d2), s/veh 0.0 0.1 0.1 0.0 0.2 0.3 2.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.3 0.1 0.0 1.4 0.7 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.9 28.3 28.0 0.0 7.3 7.0 36.2
LnGrp LOS C C C A A A D
Approach Vol, veh/h 32 521
Approach Delay, s/veh 28.2 7.2
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.4 50.0 15.1 59.4
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 5.3 6.0 2.7 5.2
Green Ext Time (p_c), s 0.3 3.4 0.1 3.7
Intersection Summary
HCM 6th Ctrl Delay 9.9
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 368 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer WE_Midday 4: Carlsbad Blvd & Poinsettia 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 420 42
Future Volume (veh/h) 420 42
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 0.95
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 467 47
Peak Hour Factor 0.90 0.90
Percent Heavy Veh, % 2 2
Cap, veh/h 2545 1084
Arrive On Green 0.72 0.72
Sat Flow, veh/h 3554 1513
Grp Volume(v), veh/h 467 47
Grp Sat Flow(s),veh/h/ln 1777 1513
Q Serve(g_s), s 3.2 0.7
Cycle Q Clear(g_c), s 3.2 0.7
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 2545 1084
V/C Ratio(X) 0.18 0.04
Avail Cap(c_a), veh/h 2545 1084
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 3.5 3.1
Incr Delay (d2), s/veh 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.6 3.2
LnGrp LOS A A
Approach Vol, veh/h 670
Approach Delay, s/veh 11.2
Approach LOS B
Timer - Assigned Phs
June 20, 2023
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HCM 6th Signalized Intersection Summary Existing Non Summer WE_Midday 5: Carlsbad Blvd & Ponto Road 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 10 41 13 385 20 2 51 485
Future Volume (veh/h) 10 41 13 385 20 2 51 485
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 0.94 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 14 58 487 25 55 527
Peak Hour Factor 0.71 0.71 0.79 0.79 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 91 81 2391 122 80 2868
Arrive On Green 0.05 0.05 0.70 0.70 0.04 0.81
Sat Flow, veh/h 1781 1585 3521 175 1781 3647
Grp Volume(v), veh/h 14 58 252 260 55 527
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1826 1781 1777
Q Serve(g_s), s 0.6 2.8 3.9 3.9 2.4 2.6
Cycle Q Clear(g_c), s 0.6 2.8 3.9 3.9 2.4 2.6
Prop In Lane 1.00 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 91 81 1240 1274 80 2868
V/C Ratio(X) 0.15 0.72 0.20 0.20 0.69 0.18
Avail Cap(c_a), veh/h 874 778 1240 1274 345 2868
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 35.1 36.2 4.1 4.1 36.4 1.7
Incr Delay (d2), s/veh 0.8 11.4 0.4 0.4 10.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 1.3 1.2 1.2 1.2 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.9 47.5 4.5 4.5 46.5 1.8
LnGrp LOS D D A A D A
Approach Vol, veh/h 72 512 582
Approach Delay, s/veh 45.3 4.5 6.1
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.5 60.0 68.5 8.9
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 15.0 54.0 54.0 38.0
Max Q Clear Time (g_c+I1), s 4.4 5.9 4.6 4.8
Green Ext Time (p_c), s 0.1 3.5 4.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 370 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer WE_Midday 6: Avenida Encinas /Avenida Encinas & Carlsbad Blvd 11/08/2022 Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 10 0 0 105 6 4 402 113 0 0 0
Future Volume (vph) 10 10 0 0 105 6 4 402 113 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.98 1.00 1.00 1.00
Satd. Flow (prot) 1817 3510 3537 1583
Flt Permitted 0.98 1.00 1.00 1.00
Satd. Flow (perm) 1817 3510 3537 1583
Peak-hour factor, PHF 0.68 0.68 0.68 0.78 0.78 0.78 0.83 0.83 0.83 0.90 0.90 0.90 Adj. Flow (vph) 15 15 0 0 135 8 5 484 136 0 0 0
RTOR Reduction (vph) 0 0 0 0 7 0 0 0 56 0 0 0
Lane Group Flow (vph) 0 30 0 0 136 0 0 489 80 0 0 0
Turn Type Split NA NA Perm NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2 2
Actuated Green, G (s) 4.8 8.4 38.5 38.5
Effective Green, g (s) 4.8 8.4 38.5 38.5
Actuated g/C Ratio 0.07 0.13 0.59 0.59
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 133 452 2088 934
v/s Ratio Prot c0.02 c0.04
v/s Ratio Perm 0.14 0.05
v/c Ratio 0.23 0.30 0.23 0.09
Uniform Delay, d1 28.4 25.7 6.3 5.8
Progression Factor 0.39 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.4 0.3 0.2
Delay (s) 12.0 26.1 6.6 5.9
Level of Service B C A A
Approach Delay (s) 12.0 26.1 6.5 0.0
Approach LOS B C A A
Intersection Summary
HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 65.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 26.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 371 of 647
HCM Signalized Intersection Capacity Analysis Existing Non Summer WE_Midday 16: Avenida Encinas & Carlsbad Blvd 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 105 0 0 0 20 479
Future Volume (vph) 105 0 0 0 20 479
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.83 0.83 0.91 0.91 0.94 0.94
Adj. Flow (vph) 127 0 0 0 21 510
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 127 0 0 0 21 510
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.4 3.2 48.7
Effective Green, g (s) 8.4 3.2 48.7
Actuated g/C Ratio 0.13 0.05 0.74
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 436 85 2607
v/s Ratio Prot c0.04 0.01 c0.14
v/s Ratio Perm
v/c Ratio 0.29 0.25 0.20
Uniform Delay, d1 26.2 30.3 2.7
Progression Factor 0.18 1.00 1.00
Incremental Delay, d2 0.4 1.5 0.2
Delay (s) 5.1 31.8 2.8
Level of Service A C A
Approach Delay (s) 5.1 0.0 4.0
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 66.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 372 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer WE_Midday 7: Hwy 101/Carlsbad Blvd & La Costa 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 8 14 12 238 10 157 2 11 338 200 18 186 Future Volume (veh/h) 8 14 12 238 10 157 2 11 338 200 18 186 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.94 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 18 16 256 11 169 11 341 202 194 Peak Hour Factor 0.77 0.77 0.77 0.93 0.93 0.93 0.99 0.99 0.99 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 29 52 68 339 15 314 25 574 773 258
Arrive On Green 0.04 0.04 0.04 0.20 0.20 0.20 0.01 0.31 0.31 0.14 Sat Flow, veh/h 656 1181 1554 1711 74 1585 1781 1870 1496 1781 Grp Volume(v), veh/h 28 0 16 267 0 169 11 341 202 194
Grp Sat Flow(s),veh/h/ln 1838 0 1554 1785 0 1585 1781 1870 1496 1781 Q Serve(g_s), s 0.9 0.0 0.6 8.3 0.0 5.6 0.4 9.1 4.5 6.1 Cycle Q Clear(g_c), s 0.9 0.0 0.6 8.3 0.0 5.6 0.4 9.1 4.5 6.1 Prop In Lane 0.36 1.00 0.96 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 80 0 68 353 0 314 25 574 773 258 V/C Ratio(X) 0.35 0.00 0.24 0.76 0.00 0.54 0.44 0.59 0.26 0.75 Avail Cap(c_a), veh/h 658 0 556 548 0 486 152 574 773 547 HCM Platoon Ratio 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 1.00 1.00 Uniform Delay (d), s/veh 27.2 0.0 27.1 22.2 0.0 21.1 28.7 17.2 8.3 24.1 Incr Delay (d2), s/veh 2.6 0.0 1.8 3.3 0.0 1.4 11.8 4.5 0.8 4.4 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 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.2 3.5 0.0 2.0 0.2 4.2 2.1 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 0.0 28.9 25.5 0.0 22.6 40.5 21.7 9.1 28.5 LnGrp LOS C A C C A C D C A C
Approach Vol, veh/h 44 436 554
Approach Delay, s/veh 29.5 24.4 17.5
Approach LOS C C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.0 22.5 7.1 5.3 30.2 16.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 8.1 11.1 2.9 2.4 6.0 10.3
Green Ext Time (p_c), s 0.4 1.6 0.1 0.0 2.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 373 of 647
HCM 6th Signalized Intersection Summary Existing Non Summer WE_Midday 7: Hwy 101/Carlsbad Blvd & La Costa 11/08/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 370 7
Future Volume (veh/h) 370 7
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 0.94
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 385 7
Peak Hour Factor 0.96 0.96
Percent Heavy Veh, % 2 2
Cap, veh/h 1555 653
Arrive On Green 0.44 0.44
Sat Flow, veh/h 3554 1493
Grp Volume(v), veh/h 385 7
Grp Sat Flow(s),veh/h/ln 1777 1493
Q Serve(g_s), s 4.0 0.2
Cycle Q Clear(g_c), s 4.0 0.2
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 1555 653
V/C Ratio(X) 0.25 0.01
Avail Cap(c_a), veh/h 1999 840
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 10.4 9.3
Incr Delay (d2), s/veh 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.5 9.3
LnGrp LOS B A
Approach Vol, veh/h 586
Approach Delay, s/veh 16.4
Approach LOS B
Timer - Assigned Phs
June 20, 2023
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South Carlsbad Boulevard Coastal Project- Transportation Assessment 6 ExEcutiv E Summary
Appendix D
Future Year 2050 HCM Worksheets
June 20, 2023
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Future Year 2050 Summer Conditions

June 20, 2023
Item #15 Page 376 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 1: Carlsbad Blvd & Solamar Dr 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 8 47 32 316 29 6 40 379
Future Volume (veh/h) 8 47 32 316 29 6 40 379
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.92 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 11 66 333 31 44 416
Peak Hour Factor 0.71 0.71 0.95 0.95 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 26 155 915 84 91 1715
Arrive On Green 0.12 0.12 0.28 0.28 0.05 0.48
Sat Flow, veh/h 225 1348 3355 301 1781 3647
Grp Volume(v), veh/h 78 0 180 184 44 416
Grp Sat Flow(s),veh/h/ln 1593 0 1777 1785 1781 1777
Q Serve(g_s), s 1.4 0.0 2.4 2.5 0.7 2.0
Cycle Q Clear(g_c), s 1.4 0.0 2.4 2.5 0.7 2.0
Prop In Lane 0.14 0.85 0.17 1.00
Lane Grp Cap(c), veh/h 183 0 499 501 91 1715
V/C Ratio(X) 0.43 0.00 0.36 0.37 0.48 0.24
Avail Cap(c_a), veh/h 1816 0 1072 1077 388 2263
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.3 0.0 8.6 8.6 13.8 4.5
Incr Delay (d2), s/veh 1.6 0.0 0.4 0.5 3.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.0 0.7 0.7 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 0.0 9.0 9.1 17.7 4.6
LnGrp LOS B A A A B A
Approach Vol, veh/h 78 364 460
Approach Delay, s/veh 13.8 9.0 5.8
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.0 14.4 20.4 9.4
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.7 4.5 4.0 3.4
Green Ext Time (p_c), s 0.0 1.7 2.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 377 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_AM 2: Carlsbad Blvd & Island Way 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 39 10 0 0 17 20 0 325 13 0 0 0
Future Volume (vph) 39 10 0 0 17 20 0 325 13 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.93 0.99
Flt Protected 0.96 1.00 1.00
Satd. Flow (prot) 1791 1726 3519
Flt Permitted 0.96 1.00 1.00
Satd. Flow (perm) 1791 1726 3519
Peak-hour factor, PHF 0.88 0.88 0.88 0.80 0.80 0.80 0.85 0.85 0.85 0.88 0.88 0.88 Adj. Flow (vph) 44 11 0 0 21 25 0 382 15 0 0 0
RTOR Reduction (vph) 0 0 0 0 21 0 0 3 0 0 0 0
Lane Group Flow (vph) 0 55 0 0 25 0 0 394 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 52.1 14.4 16.5
Effective Green, g (s) 52.1 14.4 16.5
Actuated g/C Ratio 0.52 0.14 0.16
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 933 248 580
v/s Ratio Prot c0.03 c0.01 c0.11
v/s Ratio Perm
v/c Ratio 0.06 0.10 0.68
Uniform Delay, d1 11.8 37.2 39.3
Progression Factor 0.04 1.00 1.00
Incremental Delay, d2 0.1 0.2 3.2
Delay (s) 0.6 37.3 42.4
Level of Service A D D
Approach Delay (s) 0.6 37.3 42.4 0.0
Approach LOS A D D A
Intersection Summary
HCM 2000 Control Delay 37.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.19
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 28.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 378 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_AM 12: Carlsbad Blvd & Island Way 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 17 0 0 0 49 356
Future Volume (vph) 17 0 0 0 49 356
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.88 0.88 0.85 0.85 0.80 0.80
Adj. Flow (vph) 19 0 0 0 61 445
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 19 0 0 0 61 445
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 14.4 52.1 74.1
Effective Green, g (s) 14.4 52.1 74.1
Actuated g/C Ratio 0.14 0.52 0.74
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 254 922 2622
v/s Ratio Prot c0.01 0.03 c0.13
v/s Ratio Perm
v/c Ratio 0.07 0.07 0.17
Uniform Delay, d1 37.0 11.9 3.8
Progression Factor 0.45 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.1
Delay (s) 17.0 12.0 4.0
Level of Service B B A
Approach Delay (s) 17.0 0.0 4.9
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 5.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 379 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 3: Carlsbad Blvd & Breakwater 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 34 7 21 314 13 7 8 358
Future Volume (veh/h) 34 7 21 314 13 7 8 358
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 53 11 334 14 9 393
Peak Hour Factor 0.64 0.64 0.94 0.94 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 94 83 2346 98 21 2740
Arrive On Green 0.05 0.05 0.68 0.68 0.01 0.77
Sat Flow, veh/h 1781 1585 3569 145 1781 3647
Grp Volume(v), veh/h 53 11 170 178 9 393
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1844 1781 1777
Q Serve(g_s), s 1.9 0.4 2.2 2.3 0.3 1.9
Cycle Q Clear(g_c), s 1.9 0.4 2.2 2.3 0.3 1.9
Prop In Lane 1.00 1.00 0.08 1.00
Lane Grp Cap(c), veh/h 94 83 1199 1245 21 2740
V/C Ratio(X) 0.57 0.13 0.14 0.14 0.44 0.14
Avail Cap(c_a), veh/h 874 778 1199 1245 260 2740
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.1 29.5 3.8 3.8 32.0 1.9
Incr Delay (d2), s/veh 2.0 0.3 0.2 0.2 5.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.2 0.6 0.7 0.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 29.7 4.1 4.0 37.4 2.0
LnGrp LOS C C A A D A
Approach Vol, veh/h 64 348 402
Approach Delay, s/veh 31.7 4.1 2.8
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.3 50.0 56.3 8.9
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.3 4.3 3.9 3.9
Green Ext Time (p_c), s 0.0 1.4 1.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 5.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 380 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 4: Carlsbad Blvd & Poinsettia 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 6 33 7 25 161 0 149 0 0 202 100 1 Future Volume (veh/h) 6 33 7 25 161 0 149 0 0 202 100 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 8 46 10 192 0 177 0 224 111
Peak Hour Factor 0.71 0.71 0.71 0.84 0.84 0.84 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 180 189 161 0 0 0 0 2215 988
Arrive On Green 0.10 0.10 0.10 0.00 0.00 0.00 0.00 0.62 0.62 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 8 46 10 0.0 0 224 111
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.3 1.6 0.4 0.0 1.8 2.0
Cycle Q Clear(g_c), s 0.3 1.6 0.4 0.0 1.8 2.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 180 189 161 0 2215 988
V/C Ratio(X) 0.04 0.24 0.06 0.00 0.10 0.11
Avail Cap(c_a), veh/h 858 901 763 0 2215 988
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 28.6 29.2 28.7 0.0 5.3 5.4
Incr Delay (d2), s/veh 0.1 0.7 0.2 0.0 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.7 0.2 0.0 0.6 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 29.9 28.9 0.0 5.4 5.6
LnGrp LOS C C C A A A
Approach Vol, veh/h 64 335
Approach Delay, s/veh 29.6 5.5
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.4 50.0 12.1 58.4
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 4.6 4.0 3.6 3.7
Green Ext Time (p_c), s 0.3 1.9 0.2 2.2
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 381 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 4: Carlsbad Blvd & Poinsettia 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 5 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 117 270 26
Future Volume (veh/h) 117 270 26
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 129 297 29
Peak Hour Factor 0.91 0.91 0.91
Percent Heavy Veh, % 2 2 2
Cap, veh/h 218 2640 1178
Arrive On Green 0.06 0.74 0.74
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 129 297 29
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 2.6 1.7 0.3
Cycle Q Clear(g_c), s 2.6 1.7 0.3
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 218 2640 1178
V/C Ratio(X) 0.59 0.11 0.02
Avail Cap(c_a), veh/h 783 2640 1178
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.2 2.5 2.4
Incr Delay (d2), s/veh 2.6 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.4 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 2.6 2.4
LnGrp LOS C A A
Approach Vol, veh/h 455
Approach Delay, s/veh 11.7
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 382 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 5: Carlsbad Blvd & Ponto Road 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 22 48 8 250 20 51 394
Future Volume (veh/h) 22 48 8 250 20 51 394
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 26 56 260 21 60 464
Peak Hour Factor 0.85 0.85 0.96 0.96 0.85 0.85
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 128 114 1676 134 105 2404
Arrive On Green 0.07 0.07 0.50 0.50 0.06 0.68
Sat Flow, veh/h 1781 1585 3425 267 1781 3647
Grp Volume(v), veh/h 26 56 138 143 60 464
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1822 1781 1777
Q Serve(g_s), s 0.6 1.5 1.8 1.9 1.4 2.1
Cycle Q Clear(g_c), s 0.6 1.5 1.8 1.9 1.4 2.1
Prop In Lane 1.00 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 128 114 894 917 105 2404
V/C Ratio(X) 0.20 0.49 0.15 0.16 0.57 0.19
Avail Cap(c_a), veh/h 1547 1377 894 917 367 2404
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 19.1 19.5 5.9 5.9 20.0 2.6
Incr Delay (d2), s/veh 0.8 3.2 0.4 0.4 4.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.6 0.6 0.6 0.7 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 22.7 6.2 6.2 24.8 2.8
LnGrp LOS B C A A C A
Approach Vol, veh/h 82 281 524
Approach Delay, s/veh 21.8 6.2 5.3
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.6 28.0 35.6 8.2
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 9.0 22.0 26.0 38.0
Max Q Clear Time (g_c+I1), s 3.4 3.9 4.1 3.5
Green Ext Time (p_c), s 0.0 1.4 3.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 383 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_AM 6: Avenida Encinas & Carlsbad Blvd 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 10 0 0 122 11 0 261 144 0 0 0
Future Volume (vph) 2 10 0 0 122 11 0 261 144 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1850 3495 3539 1583
Flt Permitted 0.99 1.00 1.00 1.00
Satd. Flow (perm) 1850 3495 3539 1583
Peak-hour factor, PHF 0.81 0.81 0.81 0.92 0.92 0.92 0.94 0.94 0.94 0.81 0.81 0.81 Adj. Flow (vph) 2 12 0 0 133 12 0 278 153 0 0 0
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 61 0 0 0
Lane Group Flow (vph) 0 14 0 0 135 0 0 278 92 0 0 0
Turn Type Split NA NA NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2
Actuated Green, G (s) 3.1 10.9 41.3 41.3
Effective Green, g (s) 3.1 10.9 41.3 41.3
Actuated g/C Ratio 0.05 0.16 0.60 0.60
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 83 553 2124 950
v/s Ratio Prot c0.01 c0.04 c0.08
v/s Ratio Perm 0.06
v/c Ratio 0.17 0.24 0.13 0.10
Uniform Delay, d1 31.6 25.3 6.0 5.8
Progression Factor 0.09 1.00 1.00 1.00
Incremental Delay, d2 1.0 0.2 0.1 0.2
Delay (s) 3.8 25.6 6.1 6.0
Level of Service A C A A
Approach Delay (s) 3.8 25.6 6.1 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 10.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 68.8 Sum of lost time (s) 13.5 Intersection Capacity Utilization 23.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 384 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_AM 16: 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 244 0 0 0 12 429
Future Volume (vph) 244 0 0 0 12 429
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.94 0.94 0.81 0.81
Adj. Flow (vph) 265 0 0 0 15 530
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 265 0 0 0 15 530
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 10.9 3.1 48.9
Effective Green, g (s) 10.9 3.1 48.9
Actuated g/C Ratio 0.16 0.05 0.71
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 543 79 2515
v/s Ratio Prot c0.08 0.01 c0.15
v/s Ratio Perm
v/c Ratio 0.49 0.19 0.21
Uniform Delay, d1 26.4 31.6 3.4
Progression Factor 0.58 1.00 1.00
Incremental Delay, d2 0.7 1.2 0.2
Delay (s) 16.0 32.8 3.6
Level of Service B C A
Approach Delay (s) 16.0 0.0 4.4
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 68.8 Sum of lost time (s) 13.5 Intersection Capacity Utilization 26.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 385 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 5 7 3 290 24 145 1 204 207 57 146 269 Future Volume (veh/h) 5 7 3 290 24 145 1 204 207 57 146 269 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
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 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 Adj Flow Rate, veh/h 9 13 6 382 32 191 1 227 230 200 368 Peak Hour Factor 0.54 0.54 0.54 0.76 0.76 0.76 0.90 0.90 0.90 0.73 0.73 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 23 33 49 434 36 417 3 525 862 258 1508
Arrive On Green 0.03 0.03 0.03 0.26 0.26 0.26 0.00 0.28 0.28 0.14 0.42 Sat Flow, veh/h 750 1083 1585 1650 138 1585 1781 1870 1585 1781 3554 Grp Volume(v), veh/h 22 0 6 414 0 191 1 227 230 200 368 Grp Sat Flow(s),veh/h/ln 1833 0 1585 1788 0 1585 1781 1870 1585 1781 1777 Q Serve(g_s), s 0.8 0.0 0.2 14.2 0.0 6.5 0.0 6.4 5.0 6.9 4.3 Cycle Q Clear(g_c), s 0.8 0.0 0.2 14.2 0.0 6.5 0.0 6.4 5.0 6.9 4.3 Prop In Lane 0.41 1.00 0.92 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 56 0 49 470 0 417 3 525 862 258 1508 V/C Ratio(X) 0.39 0.00 0.12 0.88 0.00 0.46 0.36 0.43 0.27 0.77 0.24 Avail Cap(c_a), veh/h 600 0 519 502 0 445 139 525 862 500 1829 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 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 0.0 30.2 22.7 0.0 19.8 32.0 18.9 7.8 26.4 11.9 Incr Delay (d2), s/veh 4.4 0.0 1.1 15.8 0.0 0.8 64.4 2.6 0.8 4.9 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 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.1 7.6 0.0 2.3 0.1 2.9 2.9 3.1 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 0.0 31.4 38.5 0.0 20.6 96.3 21.5 8.6 31.3 11.9 LnGrp LOS C A C D A C F C A C B
Approach Vol, veh/h 28 605 458 572
Approach Delay, s/veh 34.1 32.8 15.1 18.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.8 22.5 6.5 4.6 31.7 21.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 8.9 8.4 2.8 2.0 6.3 16.2
Green Ext Time (p_c), s 0.4 1.5 0.1 0.0 2.5 0.6
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 386 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 9 ends

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 3
Future Volume (veh/h) 3
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 4
Peak Hour Factor 0.73
Percent Heavy Veh, % 2
Cap, veh/h 673
Arrive On Green 0.42
Sat Flow, veh/h 1585
Grp Volume(v), veh/h 4
Grp Sat Flow(s),veh/h/ln 1585
Q Serve(g_s), s 0.1
Cycle Q Clear(g_c), s 0.1
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 673
V/C Ratio(X) 0.01
Avail Cap(c_a), veh/h 816
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 10.7
Incr Delay (d2), s/veh 0.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.7
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
June 20, 2023
Item #15 Page 387 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 1: Carlsbad Blvd & Solamar Dr 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 8 47 32 316 29 6 40 379
Future Volume (veh/h) 8 47 32 316 29 6 40 379
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.92 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 11 66 333 31 44 416
Peak Hour Factor 0.71 0.71 0.95 0.95 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 26 155 915 84 91 1715
Arrive On Green 0.12 0.12 0.28 0.28 0.05 0.48
Sat Flow, veh/h 225 1348 3355 301 1781 3647
Grp Volume(v), veh/h 78 0 180 184 44 416
Grp Sat Flow(s),veh/h/ln 1593 0 1777 1785 1781 1777
Q Serve(g_s), s 1.4 0.0 2.4 2.5 0.7 2.0
Cycle Q Clear(g_c), s 1.4 0.0 2.4 2.5 0.7 2.0
Prop In Lane 0.14 0.85 0.17 1.00
Lane Grp Cap(c), veh/h 183 0 499 501 91 1715
V/C Ratio(X) 0.43 0.00 0.36 0.37 0.48 0.24
Avail Cap(c_a), veh/h 1816 0 1072 1077 388 2263
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.3 0.0 8.6 8.6 13.8 4.5
Incr Delay (d2), s/veh 1.6 0.0 0.4 0.5 3.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.0 0.7 0.7 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 0.0 9.0 9.1 17.7 4.6
LnGrp LOS B A A A B A
Approach Vol, veh/h 78 364 460
Approach Delay, s/veh 13.8 9.0 5.8
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.0 14.4 20.4 9.4
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.7 4.5 4.0 3.4
Green Ext Time (p_c), s 0.0 1.7 2.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 388 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_PM 2: Carlsbad Blvd & Island Way 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 52 20 0 0 20 13 0 765 28 0 0 0
Future Volume (vph) 52 20 0 0 20 13 0 765 28 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.95 0.99
Flt Protected 0.97 1.00 1.00
Satd. Flow (prot) 1798 1763 3521
Flt Permitted 0.97 1.00 1.00
Satd. Flow (perm) 1798 1763 3521
Peak-hour factor, PHF 0.93 0.93 0.93 0.78 0.78 0.78 0.90 0.90 0.90 0.93 0.93 0.93 Adj. Flow (vph) 56 22 0 0 26 17 0 850 31 0 0 0
RTOR Reduction (vph) 0 0 0 0 15 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 78 0 0 28 0 0 879 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 46.6 14.4 22.0
Effective Green, g (s) 46.6 14.4 22.0
Actuated g/C Ratio 0.47 0.14 0.22
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 837 253 774
v/s Ratio Prot c0.04 c0.02 c0.25
v/s Ratio Perm
v/c Ratio 0.09 0.11 1.14
Uniform Delay, d1 14.9 37.2 39.0
Progression Factor 0.05 1.00 1.00
Incremental Delay, d2 0.2 0.2 76.4
Delay (s) 1.0 37.4 115.4
Level of Service A D F
Approach Delay (s) 1.0 37.4 115.4 0.0
Approach LOS A D F A
Intersection Summary
HCM 2000 Control Delay 103.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 42.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 389 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_PM 12: Carlsbad Blvd & Island Way 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 20 0 0 0 72 499
Future Volume (vph) 20 0 0 0 72 499
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.93 0.93 0.90 0.90 0.93 0.93
Adj. Flow (vph) 22 0 0 0 77 537
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 22 0 0 0 77 537
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 14.4 46.6 74.1
Effective Green, g (s) 14.4 46.6 74.1
Actuated g/C Ratio 0.14 0.47 0.74
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 254 824 2622
v/s Ratio Prot c0.01 0.04 c0.15
v/s Ratio Perm
v/c Ratio 0.09 0.09 0.20
Uniform Delay, d1 37.1 14.9 4.0
Progression Factor 0.35 1.00 1.00
Incremental Delay, d2 0.1 0.2 0.2
Delay (s) 13.0 15.1 4.1
Level of Service B B A
Approach Delay (s) 13.0 0.0 5.5
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 5.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 390 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 3: Carlsbad Blvd & Breakwater 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 34 7 21 314 13 7 8 358
Future Volume (veh/h) 34 7 21 314 13 7 8 358
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 53 11 334 14 9 393
Peak Hour Factor 0.64 0.64 0.94 0.94 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 94 83 2346 98 21 2740
Arrive On Green 0.05 0.05 0.68 0.68 0.01 0.77
Sat Flow, veh/h 1781 1585 3569 145 1781 3647
Grp Volume(v), veh/h 53 11 170 178 9 393
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1844 1781 1777
Q Serve(g_s), s 1.9 0.4 2.2 2.3 0.3 1.9
Cycle Q Clear(g_c), s 1.9 0.4 2.2 2.3 0.3 1.9
Prop In Lane 1.00 1.00 0.08 1.00
Lane Grp Cap(c), veh/h 94 83 1199 1245 21 2740
V/C Ratio(X) 0.57 0.13 0.14 0.14 0.44 0.14
Avail Cap(c_a), veh/h 874 778 1199 1245 260 2740
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.1 29.5 3.8 3.8 32.0 1.9
Incr Delay (d2), s/veh 2.0 0.3 0.2 0.2 5.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.2 0.6 0.7 0.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.1 29.7 4.1 4.0 37.4 2.0
LnGrp LOS C C A A D A
Approach Vol, veh/h 64 348 402
Approach Delay, s/veh 31.7 4.1 2.8
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.3 50.0 56.3 8.9
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.3 4.3 3.9 3.9
Green Ext Time (p_c), s 0.0 1.4 1.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 5.6
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 391 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 4: Carlsbad Blvd & Poinsettia 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 4 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 6 33 7 25 161 0 149 0 0 202 100 1 Future Volume (veh/h) 6 33 7 25 161 0 149 0 0 202 100 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 8 46 10 192 0 177 0 224 111
Peak Hour Factor 0.71 0.71 0.71 0.84 0.84 0.84 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 180 189 161 0 0 0 0 2215 988
Arrive On Green 0.10 0.10 0.10 0.00 0.00 0.00 0.00 0.62 0.62 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 8 46 10 0.0 0 224 111
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.3 1.6 0.4 0.0 1.8 2.0
Cycle Q Clear(g_c), s 0.3 1.6 0.4 0.0 1.8 2.0
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 180 189 161 0 2215 988
V/C Ratio(X) 0.04 0.24 0.06 0.00 0.10 0.11
Avail Cap(c_a), veh/h 858 901 763 0 2215 988
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 28.6 29.2 28.7 0.0 5.3 5.4
Incr Delay (d2), s/veh 0.1 0.7 0.2 0.0 0.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.7 0.2 0.0 0.6 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 29.9 28.9 0.0 5.4 5.6
LnGrp LOS C C C A A A
Approach Vol, veh/h 64 335
Approach Delay, s/veh 29.6 5.5
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.4 50.0 12.1 58.4
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 4.6 4.0 3.6 3.7
Green Ext Time (p_c), s 0.3 1.9 0.2 2.2
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 392 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 4: Carlsbad Blvd & Poinsettia 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 5 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 117 270 26
Future Volume (veh/h) 117 270 26
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 129 297 29
Peak Hour Factor 0.91 0.91 0.91
Percent Heavy Veh, % 2 2 2
Cap, veh/h 218 2640 1178
Arrive On Green 0.06 0.74 0.74
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 129 297 29
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 2.6 1.7 0.3
Cycle Q Clear(g_c), s 2.6 1.7 0.3
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 218 2640 1178
V/C Ratio(X) 0.59 0.11 0.02
Avail Cap(c_a), veh/h 783 2640 1178
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.2 2.5 2.4
Incr Delay (d2), s/veh 2.6 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.4 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 2.6 2.4
LnGrp LOS C A A
Approach Vol, veh/h 455
Approach Delay, s/veh 11.7
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 393 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 5: Carlsbad Blvd & Ponto Road 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 22 48 8 250 20 51 394
Future Volume (veh/h) 22 48 8 250 20 51 394
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 26 56 260 21 60 464
Peak Hour Factor 0.85 0.85 0.96 0.96 0.85 0.85
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 128 114 1676 134 105 2404
Arrive On Green 0.07 0.07 0.50 0.50 0.06 0.68
Sat Flow, veh/h 1781 1585 3425 267 1781 3647
Grp Volume(v), veh/h 26 56 138 143 60 464
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1822 1781 1777
Q Serve(g_s), s 0.6 1.5 1.8 1.9 1.4 2.1
Cycle Q Clear(g_c), s 0.6 1.5 1.8 1.9 1.4 2.1
Prop In Lane 1.00 1.00 0.15 1.00
Lane Grp Cap(c), veh/h 128 114 894 917 105 2404
V/C Ratio(X) 0.20 0.49 0.15 0.16 0.57 0.19
Avail Cap(c_a), veh/h 1547 1377 894 917 367 2404
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 19.1 19.5 5.9 5.9 20.0 2.6
Incr Delay (d2), s/veh 0.8 3.2 0.4 0.4 4.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.6 0.6 0.6 0.7 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 22.7 6.2 6.2 24.8 2.8
LnGrp LOS B C A A C A
Approach Vol, veh/h 82 281 524
Approach Delay, s/veh 21.8 6.2 5.3
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.6 28.0 35.6 8.2
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 9.0 22.0 26.0 38.0
Max Q Clear Time (g_c+I1), s 3.4 3.9 4.1 3.5
Green Ext Time (p_c), s 0.0 1.4 3.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 394 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_PM 6: Avenida Encinas & Carlsbad Blvd 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 17 0 0 154 11 0 706 200 0 0 0
Future Volume (vph) 2 17 0 0 154 11 0 706 200 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1854 3505 3539 1583
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1854 3505 3539 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.89 0.89 0.89 0.91 0.91 0.91 0.86 0.86 0.86 Adj. Flow (vph) 2 19 0 0 173 12 0 776 220 0 0 0
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 91 0 0 0
Lane Group Flow (vph) 0 21 0 0 177 0 0 776 129 0 0 0
Turn Type Split NA NA NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2
Actuated Green, G (s) 4.7 9.1 38.6 38.6
Effective Green, g (s) 4.7 9.1 38.6 38.6
Actuated g/C Ratio 0.07 0.14 0.59 0.59
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 132 483 2072 927
v/s Ratio Prot c0.01 c0.05 c0.22
v/s Ratio Perm 0.08
v/c Ratio 0.16 0.37 0.37 0.14
Uniform Delay, d1 28.7 25.8 7.2 6.2
Progression Factor 0.11 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.5 0.5 0.3
Delay (s) 3.7 26.3 7.8 6.5
Level of Service A C A A
Approach Delay (s) 3.7 26.3 7.5 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.35
Actuated Cycle Length (s) 65.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 33.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 395 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Summer_PM 16: 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 154 0 0 0 19 525
Future Volume (vph) 154 0 0 0 19 525
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.89 0.89 0.91 0.91 0.86 0.86
Adj. Flow (vph) 173 0 0 0 22 610
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 173 0 0 0 22 610
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 9.1 4.7 47.8
Effective Green, g (s) 9.1 4.7 47.8
Actuated g/C Ratio 0.14 0.07 0.73
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 474 126 2566
v/s Ratio Prot c0.05 0.01 c0.17
v/s Ratio Perm
v/c Ratio 0.36 0.17 0.24
Uniform Delay, d1 25.8 28.8 3.0
Progression Factor 0.13 1.00 1.00
Incremental Delay, d2 0.5 0.7 0.2
Delay (s) 3.9 29.4 3.2
Level of Service A C A
Approach Delay (s) 3.9 0.0 4.1
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 65.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 28.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 396 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 5 7 3 290 24 145 1 204 207 57 146 269 Future Volume (veh/h) 5 7 3 290 24 145 1 204 207 57 146 269 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
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 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 Adj Flow Rate, veh/h 9 13 6 382 32 191 1 227 230 200 368 Peak Hour Factor 0.54 0.54 0.54 0.76 0.76 0.76 0.90 0.90 0.90 0.73 0.73 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 23 33 49 434 36 417 3 525 862 258 1508
Arrive On Green 0.03 0.03 0.03 0.26 0.26 0.26 0.00 0.28 0.28 0.14 0.42 Sat Flow, veh/h 750 1083 1585 1650 138 1585 1781 1870 1585 1781 3554 Grp Volume(v), veh/h 22 0 6 414 0 191 1 227 230 200 368 Grp Sat Flow(s),veh/h/ln 1833 0 1585 1788 0 1585 1781 1870 1585 1781 1777 Q Serve(g_s), s 0.8 0.0 0.2 14.2 0.0 6.5 0.0 6.4 5.0 6.9 4.3 Cycle Q Clear(g_c), s 0.8 0.0 0.2 14.2 0.0 6.5 0.0 6.4 5.0 6.9 4.3 Prop In Lane 0.41 1.00 0.92 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 56 0 49 470 0 417 3 525 862 258 1508 V/C Ratio(X) 0.39 0.00 0.12 0.88 0.00 0.46 0.36 0.43 0.27 0.77 0.24 Avail Cap(c_a), veh/h 600 0 519 502 0 445 139 525 862 500 1829 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 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 0.0 30.2 22.7 0.0 19.8 32.0 18.9 7.8 26.4 11.9 Incr Delay (d2), s/veh 4.4 0.0 1.1 15.8 0.0 0.8 64.4 2.6 0.8 4.9 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 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.1 7.6 0.0 2.3 0.1 2.9 2.9 3.1 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 0.0 31.4 38.5 0.0 20.6 96.3 21.5 8.6 31.3 11.9 LnGrp LOS C A C D A C F C A C B
Approach Vol, veh/h 28 605 458 572
Approach Delay, s/veh 34.1 32.8 15.1 18.7
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.8 22.5 6.5 4.6 31.7 21.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 18.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 8.9 8.4 2.8 2.0 6.3 16.2
Green Ext Time (p_c), s 0.4 1.5 0.1 0.0 2.5 0.6
Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 397 of 647
HCM 6th Signalized Intersection Summary Future 2050 Summer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 9 ends

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 3
Future Volume (veh/h) 3
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 4
Peak Hour Factor 0.73
Percent Heavy Veh, % 2
Cap, veh/h 673
Arrive On Green 0.42
Sat Flow, veh/h 1585
Grp Volume(v), veh/h 4
Grp Sat Flow(s),veh/h/ln 1585
Q Serve(g_s), s 0.1
Cycle Q Clear(g_c), s 0.1
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 673
V/C Ratio(X) 0.01
Avail Cap(c_a), veh/h 816
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 10.7
Incr Delay (d2), s/veh 0.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.7
LnGrp LOS B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
June 20, 2023
Item #15 Page 398 of 647
HCM 6th Signalized Intersection Summary
1: Carlsbad Blvd & Solamar Dr 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 11 68 52 813 15 10 33 777
Future Volume (veh/h) 11 68 52 813 15 10 33 777
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 0.93 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 16 99 874 16 37 873
Peak Hour Factor 0.69 0.69 0.93 0.93 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 28 175 1312 24 77 1906
Arrive On Green 0.13 0.13 0.37 0.37 0.04 0.54
Sat Flow, veh/h 219 1355 3658 65 1781 3647
Grp Volume(v), veh/h 116 0 436 454 37 873
Grp Sat Flow(s),veh/h/ln 1587 0 1777 1853 1781 1777
Q Serve(g_s), s 2.5 0.0 7.4 7.4 0.7 5.4
Cycle Q Clear(g_c), s 2.5 0.0 7.4 7.4 0.7 5.4
Prop In Lane 0.14 0.85 0.04 1.00
Lane Grp Cap(c), veh/h 205 0 654 682 77 1906
V/C Ratio(X) 0.56 0.00 0.67 0.67 0.48 0.46
Avail Cap(c_a), veh/h 1503 0 891 929 322 1906
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.7 0.0 9.5 9.5 16.8 5.1
Incr Delay (d2), s/veh 2.4 0.0 1.2 1.1 4.7 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 2.2 2.3 0.4 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.1 0.0 10.7 10.6 21.5 5.3
LnGrp LOS B A B B C A
Approach Vol, veh/h 116 890 910
Approach Delay, s/veh 17.1 10.6 5.9
Approach LOS B B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.0 19.2 25.3 10.6
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.7 9.4 7.4 4.5
Green Ext Time (p_c), s 0.0 3.7 4.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 8.8
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 399 of 647
HCM Signalized Intersection Capacity Analysis
2: Carlsbad Blvd & Island Way 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 56 24 0 0 31 28 0 772 28 0 0 0
Future Volume (vph) 56 24 0 0 31 28 0 772 28 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.94 0.99
Flt Protected 0.97 1.00 1.00
Satd. Flow (prot) 1800 1742 3521
Flt Permitted 0.97 1.00 1.00
Satd. Flow (perm) 1800 1742 3521
Peak-hour factor, PHF 0.86 0.86 0.86 0.64 0.64 0.64 0.94 0.94 0.94 0.86 0.86 0.86 Adj. Flow (vph) 65 28 0 0 48 44 0 821 30 0 0 0
RTOR Reduction (vph) 0 0 0 0 38 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 93 0 0 54 0 0 849 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 46.6 14.4 22.0
Effective Green, g (s) 46.6 14.4 22.0
Actuated g/C Ratio 0.47 0.14 0.22
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 838 250 774
v/s Ratio Prot c0.05 c0.03 c0.24
v/s Ratio Perm
v/c Ratio 0.11 0.22 1.10
Uniform Delay, d1 15.0 37.8 39.0
Progression Factor 0.04 1.00 1.00
Incremental Delay, d2 0.3 0.4 61.9
Delay (s) 0.8 38.3 100.9
Level of Service A D F
Approach Delay (s) 0.8 38.3 100.9 0.0
Approach LOS A D F A
Intersection Summary
HCM 2000 Control Delay 86.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 43.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 400 of 647
HCM Signalized Intersection Capacity Analysis
12: Carlsbad Blvd & Island Way 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 31 0 0 0 80 775
Future Volume (vph) 31 0 0 0 80 775
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.64 0.64 0.94 0.94 0.86 0.86
Adj. Flow (vph) 48 0 0 0 93 901
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 48 0 0 0 93 901
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 14.4 46.6 74.1
Effective Green, g (s) 14.4 46.6 74.1
Actuated g/C Ratio 0.14 0.47 0.74
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 254 824 2622
v/s Ratio Prot c0.03 0.05 c0.25
v/s Ratio Perm
v/c Ratio 0.19 0.11 0.34
Uniform Delay, d1 37.7 15.0 4.5
Progression Factor 0.43 1.00 1.00
Incremental Delay, d2 0.4 0.3 0.4
Delay (s) 16.6 15.3 4.9
Level of Service B B A
Approach Delay (s) 16.6 0.0 5.8
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 6.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 39.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 401 of 647
HCM 6th Signalized Intersection Summary
3: Carlsbad Blvd & Breakwater 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 3 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 25 11 30 800 11 16 7 777
Future Volume (veh/h) 25 11 30 800 11 16 7 777
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 40 18 870 12 8 863
Peak Hour Factor 0.62 0.62 0.92 0.92 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 89 79 2433 34 18 2747
Arrive On Green 0.05 0.05 0.68 0.68 0.01 0.77
Sat Flow, veh/h 1781 1585 3682 49 1781 3647
Grp Volume(v), veh/h 40 18 431 451 8 863
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1861 1781 1777
Q Serve(g_s), s 1.4 0.7 6.7 6.7 0.3 4.7
Cycle Q Clear(g_c), s 1.4 0.7 6.7 6.7 0.3 4.7
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 89 79 1204 1262 18 2747
V/C Ratio(X) 0.45 0.23 0.36 0.36 0.43 0.31
Avail Cap(c_a), veh/h 878 781 1204 1262 261 2747
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.0 29.6 4.4 4.4 31.9 2.2
Incr Delay (d2), s/veh 1.3 0.5 0.8 0.8 5.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.3 1.9 2.0 0.2 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.3 30.2 5.3 5.2 37.8 2.5
LnGrp LOS C C A A D A
Approach Vol, veh/h 58 882 871
Approach Delay, s/veh 30.9 5.3 2.8
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.2 50.0 56.2 8.7
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.3 8.7 6.7 3.4
Green Ext Time (p_c), s 0.0 4.0 4.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 4.9
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 402 of 647
HCM 6th Signalized Intersection Summary
4: Carlsbad Blvd & Poinsettia 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 4 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 16 37 30 16 210 0 230 6 0 583 159 6 Future Volume (veh/h) 16 37 30 16 210 0 230 6 0 583 159 6 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 19 43 35 231 0 253 0 662 181
Peak Hour Factor 0.86 0.86 0.86 0.91 0.91 0.91 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 205 215 183 0 0 0 0 2072 924
Arrive On Green 0.12 0.12 0.12 0.00 0.00 0.00 0.00 0.58 0.58 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 19 43 35 0.0 0 662 181
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.7 1.6 1.5 0.0 7.2 4.1
Cycle Q Clear(g_c), s 0.7 1.6 1.5 0.0 7.2 4.1
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 205 215 183 0 2072 924
V/C Ratio(X) 0.09 0.20 0.19 0.00 0.32 0.20
Avail Cap(c_a), veh/h 803 843 714 0 2072 924
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 29.9 30.2 30.2 0.0 8.1 7.4
Incr Delay (d2), s/veh 0.2 0.4 0.5 0.0 0.4 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.7 0.6 0.0 2.5 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 30.7 30.7 0.0 8.5 7.9
LnGrp LOS C C C A A A
Approach Vol, veh/h 97 843
Approach Delay, s/veh 30.6 8.3
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 11.8 50.0 13.7 61.8
Change Period (Y+Rc), s 4.0 6.0 5.0 6.0
Max Green Setting (Gmax), s 16.0 44.0 34.0 44.0
Max Q Clear Time (g_c+I1), s 7.3 9.2 3.6 5.9
Green Ext Time (p_c), s 0.5 5.9 0.4 4.8
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 403 of 647
HCM 6th Signalized Intersection Summary
4: Carlsbad Blvd & Poinsettia 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 5 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 229 538 61
Future Volume (veh/h) 229 538 61
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 249 585 66
Peak Hour Factor 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2
Cap, veh/h 355 2626 1171
Arrive On Green 0.10 0.74 0.74
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 249 585 66
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 5.3 3.9 0.9
Cycle Q Clear(g_c), s 5.3 3.9 0.9
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 355 2626 1171
V/C Ratio(X) 0.70 0.22 0.06
Avail Cap(c_a), veh/h 733 2626 1171
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.7 3.1 2.7
Incr Delay (d2), s/veh 2.5 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.3 1.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.2 3.3 2.8
LnGrp LOS D A A
Approach Vol, veh/h 900
Approach Delay, s/veh 12.1
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 404 of 647
HCM 6th Signalized Intersection Summary
5: Carlsbad Blvd & Ponto Road 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 6 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 20 68 30 660 37 20 57 719
Future Volume (veh/h) 20 68 30 660 37 20 57 719
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 23 79 725 41 59 749
Peak Hour Factor 0.86 0.86 0.91 0.91 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 144 128 1704 96 104 2381
Arrive On Green 0.08 0.08 0.50 0.50 0.06 0.67
Sat Flow, veh/h 1781 1585 3513 193 1781 3647
Grp Volume(v), veh/h 23 79 377 389 59 749
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1836 1781 1777
Q Serve(g_s), s 0.5 2.1 6.0 6.0 1.4 3.9
Cycle Q Clear(g_c), s 0.5 2.1 6.0 6.0 1.4 3.9
Prop In Lane 1.00 1.00 0.11 1.00
Lane Grp Cap(c), veh/h 144 128 886 915 104 2381
V/C Ratio(X) 0.16 0.62 0.43 0.43 0.57 0.31
Avail Cap(c_a), veh/h 1533 1364 886 915 363 2381
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 18.9 19.6 7.0 7.0 20.2 3.0
Incr Delay (d2), s/veh 0.5 4.7 1.5 1.5 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.9 1.9 2.0 0.7 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.4 24.4 8.5 8.5 25.0 3.4
LnGrp LOS B C A A C A
Approach Vol, veh/h 102 766 808
Approach Delay, s/veh 23.3 8.5 5.0
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.6 28.0 35.6 8.6
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 9.0 22.0 26.0 38.0
Max Q Clear Time (g_c+I1), s 3.4 8.0 5.9 4.1
Green Ext Time (p_c), s 0.0 4.1 5.2 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 405 of 647
HCM Signalized Intersection Capacity Analysis
6: Avenida Encinas & Carlsbad Blvd 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 10 33 0 0 154 15 0 714 187 0 0 0
Future Volume (vph) 10 33 0 0 154 15 0 714 187 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1842 3493 3539 1583
Flt Permitted 0.99 1.00 1.00 1.00
Satd. Flow (perm) 1842 3493 3539 1583
Peak-hour factor, PHF 0.90 0.90 0.90 0.86 0.86 0.86 0.91 0.91 0.91 0.90 0.90 0.90 Adj. Flow (vph) 11 37 0 0 179 17 0 785 205 0 0 0
RTOR Reduction (vph) 0 0 0 0 11 0 0 0 96 0 0 0
Lane Group Flow (vph) 0 48 0 0 185 0 0 785 109 0 0 0
Turn Type Split NA NA NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2
Actuated Green, G (s) 6.4 12.2 36.1 36.1
Effective Green, g (s) 6.4 12.2 36.1 36.1
Actuated g/C Ratio 0.09 0.18 0.53 0.53
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 172 624 1873 837
v/s Ratio Prot c0.03 c0.05 c0.22
v/s Ratio Perm 0.07
v/c Ratio 0.28 0.30 0.42 0.13
Uniform Delay, d1 28.8 24.3 9.7 8.1
Progression Factor 0.08 1.00 1.00 1.00
Incremental Delay, d2 0.9 0.3 0.7 0.3
Delay (s) 3.2 24.5 10.4 8.4
Level of Service A C B A
Approach Delay (s) 3.2 24.5 10.0 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 406 of 647
HCM Signalized Intersection Capacity Analysis
16: 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 270 0 0 0 43 730
Future Volume (vph) 270 0 0 0 43 730
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.86 0.86 0.91 0.91 0.90 0.90
Adj. Flow (vph) 314 0 0 0 48 811
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 314 0 0 0 48 811
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 12.2 6.4 47.0
Effective Green, g (s) 12.2 6.4 47.0
Actuated g/C Ratio 0.18 0.09 0.69
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 614 166 2438
v/s Ratio Prot c0.09 0.03 c0.23
v/s Ratio Perm
v/c Ratio 0.51 0.29 0.33
Uniform Delay, d1 25.3 28.8 4.3
Progression Factor 0.50 1.00 1.00
Incremental Delay, d2 0.7 1.0 0.4
Delay (s) 13.4 29.7 4.6
Level of Service B C A
Approach Delay (s) 13.4 0.0 6.0
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 68.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
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7: Hwy 101/Carlsbad Blvd & La Costa 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 6 13 21 271 23 337 5 5 490 282 67 221 Future Volume (veh/h) 6 13 21 271 23 337 5 5 490 282 67 221 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 8 17 27 315 27 392 6 570 328 246
Peak Hour Factor 0.77 0.77 0.77 0.86 0.86 0.86 0.86 0.86 0.86 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 23 49 62 443 38 426 14 681 1003 288
Arrive On Green 0.04 0.04 0.04 0.27 0.27 0.27 0.01 0.36 0.36 0.16 Sat Flow, veh/h 589 1252 1585 1647 141 1585 1781 1870 1585 1781 Grp Volume(v), veh/h 25 0 27 342 0 392 6 570 328 246
Grp Sat Flow(s),veh/h/ln 1841 0 1585 1788 0 1585 1781 1870 1585 1781 Q Serve(g_s), s 1.3 0.0 1.6 16.6 0.0 23.1 0.3 26.8 9.2 12.9 Cycle Q Clear(g_c), s 1.3 0.0 1.6 16.6 0.0 23.1 0.3 26.8 9.2 12.9 Prop In Lane 0.32 1.00 0.92 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 72 0 62 481 0 426 14 681 1003 288 V/C Ratio(X) 0.35 0.00 0.44 0.71 0.00 0.92 0.44 0.84 0.33 0.85 Avail Cap(c_a), veh/h 536 0 461 502 0 445 333 681 1003 630 HCM Platoon Ratio 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 1.00 1.00 Uniform Delay (d), s/veh 45.0 0.0 45.2 31.8 0.0 34.2 47.5 28.0 8.2 39.2 Incr Delay (d2), s/veh 2.9 0.0 4.8 4.5 0.0 23.8 20.4 11.7 0.9 7.1 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 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.7 7.6 0.0 11.5 0.2 13.8 6.1 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.9 0.0 50.0 36.3 0.0 57.9 67.9 39.7 9.1 46.2 LnGrp LOS D A D D A E E D A D
Approach Vol, veh/h 52 734 904
Approach Delay, s/veh 49.0 47.8 28.8
Approach LOS D D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.6 39.0 7.8 4.7 53.8 29.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.0 35.0 28.0 18.0 51.0 27.0 Max Q Clear Time (g_c+I1), s 14.9 28.8 3.6 2.3 12.4 25.1 Green Ext Time (p_c), s 0.7 2.6 0.2 0.0 5.2 0.8
Intersection Summary
HCM 6th Ctrl Delay 32.3
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
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HCM 6th Signalized Intersection Summary
7: Hwy 101/Carlsbad Blvd & La Costa 11/22/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 585 20
Future Volume (veh/h) 585 20
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 650 22
Peak Hour Factor 0.90 0.90
Percent Heavy Veh, % 2 2
Cap, veh/h 1841 821
Arrive On Green 0.52 0.52
Sat Flow, veh/h 3554 1585
Grp Volume(v), veh/h 650 22
Grp Sat Flow(s),veh/h/ln 1777 1585
Q Serve(g_s), s 10.4 0.7
Cycle Q Clear(g_c), s 10.4 0.7
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 1841 821
V/C Ratio(X) 0.35 0.03
Avail Cap(c_a), veh/h 1884 840
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 13.7 11.3
Incr Delay (d2), s/veh 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.8 11.3
LnGrp LOS B B
Approach Vol, veh/h 918
Approach Delay, s/veh 22.4
Approach LOS C
Timer - Assigned Phs
June 20, 2023
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Future Year 2050 Fall Conditions

June 20, 2023
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HCM 6th Signalized Intersection Summary Future 2050 NonSummer_AM 1: Carlsbad Blvd & Solamar Dr 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 5 21 37 299 13 6 20 560
Future Volume (veh/h) 5 21 37 299 13 6 20 560
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.92 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 7 30 344 15 23 644
Peak Hour Factor 0.69 0.69 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 24 104 1032 45 52 1737
Arrive On Green 0.08 0.08 0.30 0.30 0.03 0.49
Sat Flow, veh/h 296 1269 3549 150 1781 3647
Grp Volume(v), veh/h 38 0 176 183 23 644
Grp Sat Flow(s),veh/h/ln 1607 0 1777 1829 1781 1777
Q Serve(g_s), s 0.6 0.0 2.2 2.2 0.4 3.2
Cycle Q Clear(g_c), s 0.6 0.0 2.2 2.2 0.4 3.2
Prop In Lane 0.18 0.79 0.08 1.00
Lane Grp Cap(c), veh/h 132 0 530 546 52 1737
V/C Ratio(X) 0.29 0.00 0.33 0.33 0.44 0.37
Avail Cap(c_a), veh/h 1953 0 1144 1177 414 2414
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.1 0.0 7.6 7.6 13.3 4.5
Incr Delay (d2), s/veh 1.2 0.0 0.4 0.4 5.8 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 0.6 0.6 0.2 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.2 0.0 8.0 8.0 19.1 4.6
LnGrp LOS B A A A B A
Approach Vol, veh/h 38 359 667
Approach Delay, s/veh 13.2 8.0 5.1
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.3 14.3 19.7 8.3
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.4 4.2 5.2 2.6
Green Ext Time (p_c), s 0.0 1.7 3.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.4
HCM 6th LOS A
Notes
User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

June 20, 2023
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Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 48 17 0 0 11 11 0 281 9 0 0 0
Future Volume (vph) 48 17 0 0 11 11 0 281 9 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.93 1.00
Flt Protected 0.96 1.00 1.00
Satd. Flow (prot) 1797 1737 3522
Flt Permitted 0.96 1.00 1.00
Satd. Flow (perm) 1797 1737 3522
Peak-hour factor, PHF 0.90 0.90 0.90 0.71 0.71 0.71 0.93 0.93 0.93 0.90 0.90 0.90 Adj. Flow (vph) 53 19 0 0 15 15 0 302 10 0 0 0
RTOR Reduction (vph) 0 0 0 0 13 0 0 3 0 0 0 0
Lane Group Flow (vph) 0 72 0 0 17 0 0 309 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 56.6 12.4 14.0
Effective Green, g (s) 56.6 12.4 14.0
Actuated g/C Ratio 0.57 0.12 0.14
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1017 215 493
v/s Ratio Prot c0.04 c0.01 c0.09
v/s Ratio Perm
v/c Ratio 0.07 0.08 0.63
Uniform Delay, d1 9.8 38.7 40.5
Progression Factor 0.04 1.00 1.00
Incremental Delay, d2 0.1 0.2 2.5
Delay (s) 0.5 38.9 43.0
Level of Service A D D
Approach Delay (s) 0.5 38.9 43.0 0.0
Approach LOS A D D A
Intersection Summary
HCM 2000 Control Delay 35.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 28.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
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Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 11 0 0 0 65 521
Future Volume (vph) 11 0 0 0 65 521
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.71 0.71 0.93 0.93 0.90 0.90
Adj. Flow (vph) 15 0 0 0 72 579
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 15 0 0 0 72 579
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 12.4 56.6 76.1
Effective Green, g (s) 12.4 56.6 76.1
Actuated g/C Ratio 0.12 0.57 0.76
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 219 1001 2693
v/s Ratio Prot c0.01 0.04 c0.16
v/s Ratio Perm
v/c Ratio 0.07 0.07 0.22
Uniform Delay, d1 38.7 9.8 3.4
Progression Factor 0.40 1.00 1.00
Incremental Delay, d2 0.1 0.1 0.2
Delay (s) 15.5 10.0 3.6
Level of Service B A A
Approach Delay (s) 15.5 0.0 4.3
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 4.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
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Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 17 16 8 274 10 8 7 514
Future Volume (veh/h) 17 16 8 274 10 8 7 514
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 27 295 11 7 541
Peak Hour Factor 0.60 0.60 0.93 0.93 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 86 77 2375 88 16 2750
Arrive On Green 0.05 0.05 0.68 0.68 0.01 0.77
Sat Flow, veh/h 1781 1585 3587 130 1781 3647
Grp Volume(v), veh/h 28 27 150 156 7 541
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1847 1781 1777
Q Serve(g_s), s 1.0 1.1 1.9 1.9 0.3 2.6
Cycle Q Clear(g_c), s 1.0 1.1 1.9 1.9 0.3 2.6
Prop In Lane 1.00 1.00 0.07 1.00
Lane Grp Cap(c), veh/h 86 77 1208 1255 16 2750
V/C Ratio(X) 0.32 0.35 0.12 0.12 0.43 0.20
Avail Cap(c_a), veh/h 881 784 1208 1255 261 2750
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 29.8 29.8 3.6 3.6 31.9 2.0
Incr Delay (d2), s/veh 0.8 1.0 0.2 0.2 6.5 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.4 0.5 0.6 0.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.6 30.8 3.8 3.8 38.4 2.1
LnGrp LOS C C A A D A
Approach Vol, veh/h 55 306 548
Approach Delay, s/veh 30.7 3.8 2.6
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.1 50.0 56.1 8.6
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.3 3.9 4.6 3.1
Green Ext Time (p_c), s 0.0 1.2 2.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 4.7
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
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HCM 6th Signalized Intersection Summary Future 2050 NonSummer_AM 4: Carlsbad Blvd & Poinsettia 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 6 21 11 29 195 0 135 1 0 151 125 1 Future Volume (veh/h) 6 21 11 29 195 0 135 1 0 151 125 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 9 33 17 212 0 147 0 162 134
Peak Hour Factor 0.64 0.64 0.64 0.92 0.92 0.92 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 189 199 169 0 0 0 0 1909 851
Arrive On Green 0.11 0.11 0.11 0.00 0.00 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 9 33 17 0.0 0 162 134
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.3 0.9 0.6 0.0 1.3 2.4
Cycle Q Clear(g_c), s 0.3 0.9 0.6 0.0 1.3 2.4
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 189 199 169 0 1909 851
V/C Ratio(X) 0.05 0.17 0.10 0.00 0.08 0.16
Avail Cap(c_a), veh/h 1059 1112 942 0 1909 851
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 22.9 23.2 23.1 0.0 6.4 6.7
Incr Delay (d2), s/veh 0.1 0.4 0.3 0.0 0.1 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.4 0.2 0.0 0.4 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 23.6 23.3 0.0 6.5 7.1
LnGrp LOS C C C A A A
Approach Vol, veh/h 59 296
Approach Delay, s/veh 23.5 6.8
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.4 37.2 11.6 45.6
Change Period (Y+Rc), s 4.5 6.5 5.5 6.5
Max Green Setting (Gmax), s 12.6 30.5 34.0 39.1
Max Q Clear Time (g_c+I1), s 4.2 4.4 2.9 4.4
Green Ext Time (p_c), s 0.2 1.5 0.2 3.1
Intersection Summary
HCM 6th Ctrl Delay 9.4
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
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Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 130 401 9
Future Volume (veh/h) 130 401 9
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 135 418 9
Peak Hour Factor 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2
Cap, veh/h 235 2430 1084
Arrive On Green 0.07 0.68 0.68
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 135 418 9
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 2.2 2.4 0.1
Cycle Q Clear(g_c), s 2.2 2.4 0.1
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 235 2430 1084
V/C Ratio(X) 0.58 0.17 0.01
Avail Cap(c_a), veh/h 761 2430 1084
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.8 3.2 2.9
Incr Delay (d2), s/veh 2.2 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.6 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.1 3.4 2.9
LnGrp LOS C A A
Approach Vol, veh/h 562
Approach Delay, s/veh 9.3
Approach LOS A
Timer - Assigned Phs
June 20, 2023
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Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 14 67 8 207 15 1 60 551
Future Volume (veh/h) 14 67 8 207 15 1 60 551
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 19 92 227 16 67 619
Peak Hour Factor 0.73 0.73 0.91 0.91 0.89 0.89
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 149 133 1664 116 113 2378
Arrive On Green 0.08 0.08 0.49 0.49 0.06 0.67
Sat Flow, veh/h 1781 1585 3462 236 1781 3647
Grp Volume(v), veh/h 19 92 119 124 67 619
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1828 1781 1777
Q Serve(g_s), s 0.4 2.5 1.6 1.6 1.6 3.1
Cycle Q Clear(g_c), s 0.4 2.5 1.6 1.6 1.6 3.1
Prop In Lane 1.00 1.00 0.13 1.00
Lane Grp Cap(c), veh/h 149 133 877 903 113 2378
V/C Ratio(X) 0.13 0.69 0.14 0.14 0.59 0.26
Avail Cap(c_a), veh/h 1519 1352 877 903 360 2378
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 18.9 19.9 6.1 6.1 20.3 3.0
Incr Delay (d2), s/veh 0.4 6.3 0.3 0.3 4.9 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.1 0.5 0.5 0.8 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.3 26.2 6.4 6.4 25.2 3.2
LnGrp LOS B C A A C A
Approach Vol, veh/h 111 243 686
Approach Delay, s/veh 25.0 6.4 5.4
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.8 28.0 35.8 8.7
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 9.0 22.0 26.0 38.0
Max Q Clear Time (g_c+I1), s 3.6 3.6 5.1 4.5
Green Ext Time (p_c), s 0.0 1.2 4.2 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 417 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 NonSummer_AM 6: Avenida Encinas & Carlsbad Blvd 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 21 0 0 102 7 6 222 94 0 0 0
Future Volume (vph) 2 21 0 0 102 7 6 222 94 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1855 3505 3535 1583
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1855 3505 3535 1583
Peak-hour factor, PHF 0.95 0.95 0.95 0.78 0.78 0.78 0.86 0.86 0.86 0.95 0.95 0.95 Adj. Flow (vph) 2 22 0 0 131 9 7 258 109 0 0 0
RTOR Reduction (vph) 0 0 0 0 8 0 0 0 45 0 0 0
Lane Group Flow (vph) 0 24 0 0 132 0 0 265 64 0 0 0
Turn Type Split NA NA Perm NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2 2
Actuated Green, G (s) 4.8 8.4 38.5 38.5
Effective Green, g (s) 4.8 8.4 38.5 38.5
Actuated g/C Ratio 0.07 0.13 0.59 0.59
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 136 451 2087 934
v/s Ratio Prot c0.01 c0.04
v/s Ratio Perm 0.07 0.04
v/c Ratio 0.18 0.29 0.13 0.07
Uniform Delay, d1 28.3 25.7 5.9 5.7
Progression Factor 0.10 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.4 0.1 0.1
Delay (s) 3.3 26.1 6.0 5.8
Level of Service A C A A
Approach Delay (s) 3.3 26.1 6.0 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 11.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 65.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 22.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 418 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 NonSummer_AM 16: 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 102 0 0 0 23 551
Future Volume (vph) 102 0 0 0 23 551
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.78 0.78 0.86 0.86 0.95 0.95
Adj. Flow (vph) 131 0 0 0 24 580
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 131 0 0 0 24 580
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.4 4.8 47.8
Effective Green, g (s) 8.4 4.8 47.8
Actuated g/C Ratio 0.13 0.07 0.73
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 442 130 2594
v/s Ratio Prot c0.04 0.01 c0.16
v/s Ratio Perm
v/c Ratio 0.30 0.18 0.22
Uniform Delay, d1 25.7 28.4 2.8
Progression Factor 0.19 1.00 1.00
Incremental Delay, d2 0.4 0.7 0.2
Delay (s) 5.3 29.1 3.0
Level of Service A C A
Approach Delay (s) 5.3 0.0 4.0
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.2 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.25
Actuated Cycle Length (s) 65.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 419 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations
Traffic Volume (veh/h) 3 7 6 289 22 110 12 178 224 25 208 422 Future Volume (veh/h) 3 7 6 289 22 110 12 178 224 25 208 422 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
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 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 Adj Flow Rate, veh/h 4 10 9 325 25 124 12 182 229 239 485 Peak Hour Factor 0.70 0.70 0.70 0.89 0.89 0.89 0.98 0.98 0.98 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 14 34 41 384 30 367 27 568 848 295 1615
Arrive On Green 0.03 0.03 0.03 0.23 0.23 0.23 0.01 0.30 0.30 0.17 0.45 Sat Flow, veh/h 527 1317 1585 1660 128 1585 1781 1870 1585 1781 3554 Grp Volume(v), veh/h 14 0 9 350 0 124 12 182 229 239 485 Grp Sat Flow(s),veh/h/ln 1844 0 1585 1787 0 1585 1781 1870 1585 1781 1777 Q Serve(g_s), s 0.5 0.0 0.4 12.3 0.0 4.3 0.4 4.9 5.2 8.5 5.7 Cycle Q Clear(g_c), s 0.5 0.0 0.4 12.3 0.0 4.3 0.4 4.9 5.2 8.5 5.7 Prop In Lane 0.29 1.00 0.93 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 48 0 41 414 0 367 27 568 848 295 1615 V/C Ratio(X) 0.29 0.00 0.22 0.85 0.00 0.34 0.45 0.32 0.27 0.81 0.30 Avail Cap(c_a), veh/h 588 0 505 488 0 433 135 568 848 487 1780 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 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.5 0.0 31.4 24.2 0.0 21.1 32.2 17.7 8.3 26.5 11.4 Incr Delay (d2), s/veh 3.3 0.0 2.6 11.4 0.0 0.5 11.4 1.5 0.8 5.3 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 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.2 6.2 0.0 1.6 0.3 2.2 2.8 3.9 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.8 0.0 34.0 35.6 0.0 21.7 43.6 19.2 9.1 31.7 11.5 LnGrp LOS C A C D A C D B A C B
Approach Vol, veh/h 23 474 423 731
Approach Delay, s/veh 34.5 32.0 14.4 18.1
Approach LOS C C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.4 24.5 6.2 5.5 34.4 19.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 20.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 10.5 7.2 2.5 2.4 7.7 14.3
Green Ext Time (p_c), s 0.4 1.5 0.0 0.0 3.4 0.9
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 420 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer_AM 7: Hwy 101/Carlsbad Blvd & La Costa 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 9 ends

Movement SBR
Lane Configurations
Traffic Volume (veh/h) 6
Future Volume (veh/h) 6
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1870
Adj Flow Rate, veh/h 7
Peak Hour Factor 0.87
Percent Heavy Veh, % 2
Cap, veh/h 720
Arrive On Green 0.45
Sat Flow, veh/h 1585
Grp Volume(v), veh/h 7
Grp Sat Flow(s),veh/h/ln 1585
Q Serve(g_s), s 0.2
Cycle Q Clear(g_c), s 0.2
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 720
V/C Ratio(X) 0.01
Avail Cap(c_a), veh/h 794
HCM Platoon Ratio 1.00
Upstream Filter(I) 1.00
Uniform Delay (d), s/veh 9.8
Incr Delay (d2), s/veh 0.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.9
LnGrp LOS A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
June 20, 2023
Item #15 Page 421 of 647
HCM 6th Signalized Intersection Summary Future 2050 Non Summer_PM 1: Carlsbad Blvd & Solamar Dr 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 10 24 41 959 11 10 11 430
Future Volume (veh/h) 10 24 41 959 11 10 11 430
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 0.94 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 13 32 1020 12 13 506
Peak Hour Factor 0.75 0.75 0.94 0.94 0.85 0.85
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 40 99 1485 17 30 1996
Arrive On Green 0.09 0.09 0.41 0.41 0.02 0.56
Sat Flow, veh/h 458 1128 3688 42 1781 3647
Grp Volume(v), veh/h 46 0 504 528 13 506
Grp Sat Flow(s),veh/h/ln 1622 0 1777 1859 1781 1777
Q Serve(g_s), s 0.9 0.0 8.0 8.0 0.2 2.5
Cycle Q Clear(g_c), s 0.9 0.0 8.0 8.0 0.2 2.5
Prop In Lane 0.28 0.70 0.02 1.00
Lane Grp Cap(c), veh/h 142 0 734 768 30 1996
V/C Ratio(X) 0.32 0.00 0.69 0.69 0.43 0.25
Avail Cap(c_a), veh/h 1612 0 935 978 338 1996
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.7 0.0 8.2 8.2 16.7 3.8
Incr Delay (d2), s/veh 1.3 0.0 1.5 1.4 9.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.0 2.2 2.3 0.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.0 0.0 9.7 9.6 26.0 3.9
LnGrp LOS B A A A C A
Approach Vol, veh/h 46 1032 519
Approach Delay, s/veh 16.0 9.7 4.5
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.1 20.1 25.2 9.0
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.2 10.0 4.5 2.9
Green Ext Time (p_c), s 0.0 4.0 2.9 0.1
Intersection Summary
HCM 6th Ctrl Delay 8.2
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 422 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Non Summer_PM 2: Carlsbad Blvd & Island Way 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 15 0 0 30 13 0 945 24 0 0 0
Future Volume (vph) 36 15 0 0 30 13 0 945 24 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.96 1.00
Flt Protected 0.97 1.00 1.00
Satd. Flow (prot) 1799 1789 3526
Flt Permitted 0.97 1.00 1.00
Satd. Flow (perm) 1799 1789 3526
Peak-hour factor, PHF 0.88 0.88 0.88 0.84 0.84 0.84 0.87 0.87 0.87 0.88 0.88 0.88 Adj. Flow (vph) 41 17 0 0 36 15 0 1086 28 0 0 0
RTOR Reduction (vph) 0 0 0 0 13 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 58 0 0 38 0 0 1112 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 46.1 14.4 22.5
Effective Green, g (s) 46.1 14.4 22.5
Actuated g/C Ratio 0.46 0.14 0.22
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 829 257 793
v/s Ratio Prot c0.03 c0.02 c0.32
v/s Ratio Perm
v/c Ratio 0.07 0.15 1.40
Uniform Delay, d1 15.0 37.4 38.8
Progression Factor 0.04 1.00 1.00
Incremental Delay, d2 0.2 0.3 188.9
Delay (s) 0.7 37.7 227.6
Level of Service A D F
Approach Delay (s) 0.7 37.7 227.6 0.0
Approach LOS A D F A
Intersection Summary
HCM 2000 Control Delay 208.9 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 423 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Non Summer_PM 12: Carlsbad Blvd & Island Way 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 30 0 0 0 51 414
Future Volume (vph) 30 0 0 0 51 414
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.84 0.84 0.87 0.87 0.88 0.88
Adj. Flow (vph) 36 0 0 0 58 470
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 36 0 0 0 58 470
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 14.4 46.1 74.1
Effective Green, g (s) 14.4 46.1 74.1
Actuated g/C Ratio 0.14 0.46 0.74
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 254 815 2622
v/s Ratio Prot c0.02 0.03 c0.13
v/s Ratio Perm
v/c Ratio 0.14 0.07 0.18
Uniform Delay, d1 37.4 15.0 3.9
Progression Factor 0.27 1.00 1.00
Incremental Delay, d2 0.3 0.2 0.1
Delay (s) 10.5 15.2 4.0
Level of Service B B A
Approach Delay (s) 10.5 0.0 5.2
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 5.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 424 of 647
HCM 6th Signalized Intersection Summary Future 2050 Non Summer_PM 3: Carlsbad Blvd & Breakwater 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 3 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 18 11 28 958 17 20 17 404
Future Volume (veh/h) 18 11 28 958 17 20 17 404
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 28 17 1041 18 19 444
Peak Hour Factor 0.65 0.65 0.92 0.92 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 76 68 2410 42 40 2775
Arrive On Green 0.04 0.04 0.67 0.67 0.02 0.78
Sat Flow, veh/h 1781 1585 3668 62 1781 3647
Grp Volume(v), veh/h 28 17 517 542 19 444
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1859 1781 1777
Q Serve(g_s), s 1.0 0.7 8.7 8.7 0.7 2.0
Cycle Q Clear(g_c), s 1.0 0.7 8.7 8.7 0.7 2.0
Prop In Lane 1.00 1.00 0.03 1.00
Lane Grp Cap(c), veh/h 76 68 1198 1254 40 2775
V/C Ratio(X) 0.37 0.25 0.43 0.43 0.48 0.16
Avail Cap(c_a), veh/h 874 777 1198 1254 259 2775
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 30.4 30.2 4.9 4.9 31.5 1.8
Incr Delay (d2), s/veh 1.1 0.7 1.1 1.1 3.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.3 2.6 2.7 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.5 30.9 6.0 6.0 34.8 1.9
LnGrp LOS C C A A C A
Approach Vol, veh/h 45 1059 463
Approach Delay, s/veh 31.3 6.0 3.3
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.0 50.0 57.0 8.3
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 9.5 44.0 44.0 32.0
Max Q Clear Time (g_c+I1), s 2.7 10.7 4.0 3.0
Green Ext Time (p_c), s 0.0 5.1 2.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 5.9
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 425 of 647
HCM 6th Signalized Intersection Summary Future 2050 Non Summer_PM 4: Carlsbad Blvd & Poinsettia 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 4 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU Lane Configurations
Traffic Volume (veh/h) 13 16 5 14 159 0 278 5 0 699 181 2 Future Volume (veh/h) 13 16 5 14 159 0 278 5 0 699 181 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
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 1870 0 1870 0 1870 1870 Adj Flow Rate, veh/h 18 22 7 187 0 327 0 785 203
Peak Hour Factor 0.73 0.73 0.73 0.85 0.85 0.85 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2
Cap, veh/h 163 171 145 0 0 0 0 1933 862
Arrive On Green 0.09 0.09 0.09 0.00 0.00 0.00 0.00 0.54 0.54 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585
Grp Volume(v), veh/h 18 22 7 0.0 0 785 203
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585
Q Serve(g_s), s 0.5 0.6 0.2 0.0 7.5 3.9
Cycle Q Clear(g_c), s 0.5 0.6 0.2 0.0 7.5 3.9
Prop In Lane 1.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 163 171 145 0 1933 862
V/C Ratio(X) 0.11 0.13 0.05 0.00 0.41 0.24
Avail Cap(c_a), veh/h 1046 1098 931 0 1933 862
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 24.1 24.2 24.0 0.0 7.7 6.9
Incr Delay (d2), s/veh 0.3 0.3 0.1 0.0 0.6 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.3 0.1 0.0 2.4 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.4 24.5 24.1 0.0 8.4 7.5
LnGrp LOS C C C A A A
Approach Vol, veh/h 47 988
Approach Delay, s/veh 24.4 8.2
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.1 38.0 10.8 47.1
Change Period (Y+Rc), s 4.5 6.5 5.5 6.5
Max Green Setting (Gmax), s 5.5 31.5 34.0 33.0
Max Q Clear Time (g_c+I1), s 4.9 9.5 2.6 3.8
Green Ext Time (p_c), s 0.0 6.5 0.1 2.4
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 426 of 647
HCM 6th Signalized Intersection Summary Future 2050 Non Summer_PM 4: Carlsbad Blvd & Poinsettia 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 5 ends

Movement SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 148 279 44
Future Volume (veh/h) 148 279 44
Initial Q (Qb), veh 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870 1870
Adj Flow Rate, veh/h 176 332 52
Peak Hour Factor 0.84 0.84 0.84
Percent Heavy Veh, % 2 2 2
Cap, veh/h 275 2492 1111
Arrive On Green 0.08 0.70 0.70
Sat Flow, veh/h 3456 3554 1585
Grp Volume(v), veh/h 176 332 52
Grp Sat Flow(s),veh/h/ln 1728 1777 1585
Q Serve(g_s), s 2.9 1.8 0.6
Cycle Q Clear(g_c), s 2.9 1.8 0.6
Prop In Lane 1.00 1.00
Lane Grp Cap(c), veh/h 275 2492 1111
V/C Ratio(X) 0.64 0.13 0.05
Avail Cap(c_a), veh/h 328 2492 1111
HCM Platoon Ratio 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00
Uniform Delay (d), s/veh 25.8 2.9 2.7
Incr Delay (d2), s/veh 3.1 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.4 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 3.0 2.8
LnGrp LOS C A A
Approach Vol, veh/h 560
Approach Delay, s/veh 11.1
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 427 of 647
HCM 6th Signalized Intersection Summary Future 2050 Non Summer_PM 5: Carlsbad Blvd & Ponto Road 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 2 68 10 842 21 3 64 381
Future Volume (veh/h) 2 68 10 842 21 3 64 381
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 3 93 946 24 74 438
Peak Hour Factor 0.73 0.73 0.89 0.89 0.87 0.87
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 137 122 1788 45 119 2421
Arrive On Green 0.08 0.08 0.50 0.50 0.07 0.68
Sat Flow, veh/h 1781 1585 3635 90 1781 3647
Grp Volume(v), veh/h 3 93 475 495 74 438
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1854 1781 1777
Q Serve(g_s), s 0.1 2.6 8.2 8.2 1.8 2.0
Cycle Q Clear(g_c), s 0.1 2.6 8.2 8.2 1.8 2.0
Prop In Lane 1.00 1.00 0.05 1.00
Lane Grp Cap(c), veh/h 137 122 897 936 119 2421
V/C Ratio(X) 0.02 0.76 0.53 0.53 0.62 0.18
Avail Cap(c_a), veh/h 1486 1322 897 936 313 2421
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 19.4 20.6 7.6 7.6 20.7 2.6
Incr Delay (d2), s/veh 0.1 9.3 2.2 2.1 5.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.2 2.7 2.8 0.9 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 29.9 9.9 9.8 25.9 2.8
LnGrp LOS B C A A C A
Approach Vol, veh/h 96 970 512
Approach Delay, s/veh 29.6 9.8 6.1
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.0 29.0 37.0 8.5
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 8.0 23.0 26.0 38.0
Max Q Clear Time (g_c+I1), s 3.8 10.2 4.0 4.6
Green Ext Time (p_c), s 0.0 5.1 2.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 428 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Non Summer_PM 6: Avenida Encinas & Carlsbad Blvd 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 14 0 0 100 10 5 850 199 0 0 0
Future Volume (vph) 3 14 0 0 100 10 5 850 199 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.99 1.00 0.85
Flt Protected 0.99 1.00 1.00 1.00
Satd. Flow (prot) 1845 3492 3538 1583
Flt Permitted 0.99 1.00 1.00 1.00
Satd. Flow (perm) 1845 3492 3538 1583
Peak-hour factor, PHF 0.83 0.83 0.83 0.89 0.89 0.89 0.92 0.92 0.92 0.83 0.83 0.83 Adj. Flow (vph) 4 17 0 0 112 11 5 924 216 0 0 0
RTOR Reduction (vph) 0 0 0 0 10 0 0 0 82 0 0 0
Lane Group Flow (vph) 0 21 0 0 113 0 0 929 134 0 0 0
Turn Type Split NA NA Perm NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2 2
Actuated Green, G (s) 3.2 8.2 41.0 41.0
Effective Green, g (s) 3.2 8.2 41.0 41.0
Actuated g/C Ratio 0.05 0.12 0.62 0.62
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 89 434 2201 984
v/s Ratio Prot c0.01 c0.03
v/s Ratio Perm 0.26 0.08
v/c Ratio 0.24 0.26 0.42 0.14
Uniform Delay, d1 30.2 26.1 6.4 5.1
Progression Factor 0.15 1.00 1.00 1.00
Incremental Delay, d2 1.4 0.3 0.6 0.3
Delay (s) 6.0 26.4 7.0 5.4
Level of Service A C A A
Approach Delay (s) 6.0 26.4 6.7 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 65.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 37.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 429 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 Non Summer_PM 16: 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 100 0 0 0 17 381
Future Volume (vph) 100 0 0 0 17 381
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.89 0.89 0.92 0.92 0.83 0.83
Adj. Flow (vph) 112 0 0 0 20 459
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 112 0 0 0 20 459
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.2 3.2 48.7
Effective Green, g (s) 8.2 3.2 48.7
Actuated g/C Ratio 0.12 0.05 0.74
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 427 85 2615
v/s Ratio Prot c0.03 0.01 c0.13
v/s Ratio Perm
v/c Ratio 0.26 0.24 0.18
Uniform Delay, d1 26.1 30.2 2.6
Progression Factor 0.21 1.00 1.00
Incremental Delay, d2 0.3 1.4 0.1
Delay (s) 5.8 31.6 2.7
Level of Service A C A
Approach Delay (s) 5.8 0.0 3.9
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 65.9 Sum of lost time (s) 13.5 Intersection Capacity Utilization 24.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 430 of 647
HCM 6th Signalized Intersection Summary Future 2050 Non Summer_PM 7: Hwy 101/Carlsbad Blvd & La Costa 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 7 23 6 253 16 388 8 7 616 217 20 148 Future Volume (veh/h) 7 23 6 253 16 388 8 7 616 217 20 148 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 10 33 9 275 17 422 8 662 233 163
Peak Hour Factor 0.70 0.70 0.70 0.92 0.92 0.92 0.93 0.93 0.93 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 20 66 73 450 28 424 18 555 894 218
Arrive On Green 0.05 0.05 0.05 0.27 0.27 0.27 0.01 0.30 0.30 0.12 Sat Flow, veh/h 430 1419 1585 1682 104 1585 1781 1870 1585 1781 Grp Volume(v), veh/h 43 0 9 292 0 422 8 662 233 163
Grp Sat Flow(s),veh/h/ln 1849 0 1585 1786 0 1585 1781 1870 1585 1781 Q Serve(g_s), s 1.5 0.0 0.4 9.6 0.0 17.9 0.3 20.0 5.1 6.0 Cycle Q Clear(g_c), s 1.5 0.0 0.4 9.6 0.0 17.9 0.3 20.0 5.1 6.0 Prop In Lane 0.23 1.00 0.94 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 85 0 73 477 0 424 18 555 894 218 V/C Ratio(X) 0.50 0.00 0.12 0.61 0.00 1.00 0.44 1.19 0.26 0.75 Avail Cap(c_a), veh/h 576 0 494 477 0 424 132 555 894 476 HCM Platoon Ratio 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 1.00 1.00 Uniform Delay (d), s/veh 31.4 0.0 30.8 21.6 0.0 24.6 33.1 23.7 7.5 28.6 Incr Delay (d2), s/veh 4.5 0.0 0.7 2.3 0.0 42.7 15.4 103.2 0.7 5.1 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 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.2 4.1 0.0 11.2 0.2 24.0 3.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.9 0.0 31.6 23.9 0.0 67.3 48.5 126.9 8.2 33.6 LnGrp LOS D A C C A E D F A C
Approach Vol, veh/h 52 714 903
Approach Delay, s/veh 35.1 49.6 95.6
Approach LOS D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.7 24.5 7.6 5.2 32.0 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 20.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 8.0 22.0 3.5 2.3 6.2 19.9
Green Ext Time (p_c), s 0.3 0.0 0.1 0.0 2.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 61.2
HCM 6th LOS E
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 431 of 647
HCM 6th Signalized Intersection Summary Future 2050 Non Summer_PM 7: Hwy 101/Carlsbad Blvd & La Costa 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 308 11
Future Volume (veh/h) 308 11
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 338 12
Peak Hour Factor 0.91 0.91
Percent Heavy Veh, % 2 2
Cap, veh/h 1453 648
Arrive On Green 0.41 0.41
Sat Flow, veh/h 3554 1585
Grp Volume(v), veh/h 338 12
Grp Sat Flow(s),veh/h/ln 1777 1585
Q Serve(g_s), s 4.2 0.3
Cycle Q Clear(g_c), s 4.2 0.3
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 1453 648
V/C Ratio(X) 0.23 0.02
Avail Cap(c_a), veh/h 1741 777
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 13.0 11.9
Incr Delay (d2), s/veh 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.1 11.9
LnGrp LOS B B
Approach Vol, veh/h 513
Approach Delay, s/veh 19.6
Approach LOS B
Timer - Assigned Phs
June 20, 2023
Item #15 Page 432 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer WE_Midday 1: Carlsbad Blvd & Solamar Dr 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 7 16 26 534 11 5 23 670
Future Volume (veh/h) 7 16 26 534 11 5 23 670
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 0.93 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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 8 19 593 12 25 728
Peak Hour Factor 0.83 0.83 0.90 0.93 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 33 79 1138 23 56 1808
Arrive On Green 0.07 0.07 0.32 0.32 0.03 0.51
Sat Flow, veh/h 466 1106 3649 72 1781 3647
Grp Volume(v), veh/h 28 0 296 309 25 728
Grp Sat Flow(s),veh/h/ln 1630 0 1777 1851 1781 1777
Q Serve(g_s), s 0.5 0.0 3.9 3.9 0.4 3.6
Cycle Q Clear(g_c), s 0.5 0.0 3.9 3.9 0.4 3.6
Prop In Lane 0.29 0.68 0.04 1.00
Lane Grp Cap(c), veh/h 117 0 569 592 56 1808
V/C Ratio(X) 0.24 0.00 0.52 0.52 0.45 0.40
Avail Cap(c_a), veh/h 1937 0 1118 1165 405 2361
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.5 0.0 7.9 7.9 13.6 4.3
Incr Delay (d2), s/veh 1.0 0.0 0.7 0.7 5.5 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.0 1.0 1.1 0.2 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.6 0.0 8.7 8.7 19.1 4.5
LnGrp LOS B A A A B A
Approach Vol, veh/h 28 605 753
Approach Delay, s/veh 13.6 8.7 5.0
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 5.4 15.2 20.6 8.1
Change Period (Y+Rc), s 4.5 6.0 6.0 6.0
Max Green Setting (Gmax), s 6.5 18.0 19.0 34.0
Max Q Clear Time (g_c+I1), s 2.4 5.9 5.6 2.5
Green Ext Time (p_c), s 0.0 2.9 4.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.8
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 433 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 NonSummer WE_Midday 2: Carlsbad Blvd & Island Way 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 20 0 0 15 15 0 501 17 0 0 0
Future Volume (vph) 51 20 0 0 15 15 0 501 17 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.0 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 0.93 1.00
Flt Protected 0.97 1.00 1.00
Satd. Flow (prot) 1798 1737 3522
Flt Permitted 0.97 1.00 1.00
Satd. Flow (perm) 1798 1737 3522
Peak-hour factor, PHF 0.95 0.95 0.95 0.65 0.65 0.65 0.86 0.86 0.86 0.95 0.95 0.95 Adj. Flow (vph) 54 21 0 0 23 23 0 583 20 0 0 0
RTOR Reduction (vph) 0 0 0 0 20 0 0 2 0 0 0 0
Lane Group Flow (vph) 0 75 0 0 26 0 0 601 0 0 0 0
Turn Type Split NA NA NA
Protected Phases 1 1 8 2
Permitted Phases
Actuated Green, G (s) 48.1 14.4 20.5
Effective Green, g (s) 48.1 14.4 20.5
Actuated g/C Ratio 0.48 0.14 0.20
Clearance Time (s) 5.5 5.0 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 864 250 722
v/s Ratio Prot c0.04 c0.02 c0.17
v/s Ratio Perm
v/c Ratio 0.09 0.11 0.83
Uniform Delay, d1 14.1 37.2 38.1
Progression Factor 0.04 1.00 1.00
Incremental Delay, d2 0.2 0.2 8.1
Delay (s) 0.7 37.4 46.2
Level of Service A D D
Approach Delay (s) 0.7 37.4 46.2 0.0
Approach LOS A D D A
Intersection Summary
HCM 2000 Control Delay 40.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 434 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 NonSummer WE_Midday 12: Carlsbad Blvd & Island Way 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 2 ends

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 15 0 0 0 71 637
Future Volume (vph) 15 0 0 0 71 637
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.5 6.5
Lane Util. Factor 1.00 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 1770 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 1770 1770 3539
Peak-hour factor, PHF 0.65 0.65 0.86 0.86 0.95 0.95
Adj. Flow (vph) 23 0 0 0 75 671
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 23 0 0 0 75 671
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 14.4 48.1 74.1
Effective Green, g (s) 14.4 48.1 74.1
Actuated g/C Ratio 0.14 0.48 0.74
Clearance Time (s) 5.0 5.5 6.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 254 851 2622
v/s Ratio Prot c0.01 0.04 c0.19
v/s Ratio Perm
v/c Ratio 0.09 0.09 0.26
Uniform Delay, d1 37.1 14.1 4.1
Progression Factor 0.43 1.00 1.00
Incremental Delay, d2 0.2 0.2 0.2
Delay (s) 16.0 14.3 4.4
Level of Service B B A
Approach Delay (s) 16.0 0.0 5.4
Approach LOS B A A
Intersection Summary
HCM 2000 Control Delay 5.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 435 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer WE_Midday 3: Carlsbad Blvd & Breakwater 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 3 ends

Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 23 9 37 519 28 18 7 626
Future Volume (veh/h) 23 9 37 519 28 18 7 626
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 26 10 583 31 8 673
Peak Hour Factor 0.88 0.88 0.89 0.89 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 69 62 2142 114 19 2630
Arrive On Green 0.04 0.04 0.62 0.62 0.01 0.74
Sat Flow, veh/h 1781 1585 3526 182 1781 3647
Grp Volume(v), veh/h 26 10 301 313 8 673
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1838 1781 1777
Q Serve(g_s), s 0.7 0.3 4.0 4.0 0.2 3.2
Cycle Q Clear(g_c), s 0.7 0.3 4.0 4.0 0.2 3.2
Prop In Lane 1.00 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 69 62 1109 1147 19 2630
V/C Ratio(X) 0.37 0.16 0.27 0.27 0.43 0.26
Avail Cap(c_a), veh/h 1095 974 1109 1147 291 2630
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 24.4 24.2 4.4 4.4 25.6 2.2
Incr Delay (d2), s/veh 1.2 0.5 0.6 0.6 5.7 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.1 1.1 1.1 0.1 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 24.7 5.0 5.0 31.3 2.4
LnGrp LOS C C A A C A
Approach Vol, veh/h 36 614 681
Approach Delay, s/veh 25.4 5.0 2.7
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 6.0 38.5 44.5 7.5
Change Period (Y+Rc), s 5.5 6.0 6.0 5.5
Max Green Setting (Gmax), s 8.5 32.5 33.0 32.0
Max Q Clear Time (g_c+I1), s 2.2 6.0 5.2 2.7
Green Ext Time (p_c), s 0.0 2.5 3.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 436 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer WE_Midday 4: Carlsbad Blvd & Poinsettia 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 4 ends

Movement EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBL Lane Configurations
Traffic Volume (veh/h) 3 18 6 15 128 0 194 1 0 385 100 161 Future Volume (veh/h) 3 18 6 15 128 0 194 1 0 385 100 161 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 0 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 4 24 8 138 0 209 0 475 123 179
Peak Hour Factor 0.75 0.75 0.75 0.93 0.93 0.93 0.81 0.81 0.81 0.90 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2
Cap, veh/h 136 143 121 0 0 0 0 1945 868 283
Arrive On Green 0.08 0.08 0.08 0.00 0.00 0.00 0.00 0.55 0.55 0.08 Sat Flow, veh/h 1781 1870 1585 0 0 3647 1585 3456
Grp Volume(v), veh/h 4 24 8 0.0 0 475 123 179
Grp Sat Flow(s),veh/h/ln 1781 1870 1585 0 1777 1585 1728 Q Serve(g_s), s 0.1 0.7 0.3 0.0 3.9 2.1 2.8
Cycle Q Clear(g_c), s 0.1 0.7 0.3 0.0 3.9 2.1 2.8
Prop In Lane 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 136 143 121 0 1945 868 283
V/C Ratio(X) 0.03 0.17 0.07 0.00 0.24 0.14 0.63
Avail Cap(c_a), veh/h 1080 1134 961 0 1945 868 382
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 24.0 24.2 24.0 0.0 6.6 6.2 24.9 Incr Delay (d2), s/veh 0.1 0.5 0.2 0.0 0.3 0.3 2.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.3 0.1 0.0 1.2 0.6 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.1 24.8 24.3 0.0 6.9 6.6 27.3
LnGrp LOS C C C A A A C
Approach Vol, veh/h 36 598
Approach Delay, s/veh 24.6 6.9
Approach LOS C A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.1 37.2 9.8 46.3
Change Period (Y+Rc), s 4.5 6.5 5.5 6.5
Max Green Setting (Gmax), s 6.2 30.7 34.0 32.9
Max Q Clear Time (g_c+I1), s 4.8 5.9 2.7 4.9
Green Ext Time (p_c), s 0.1 3.7 0.1 4.1
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Notes
User approved pedestrian interval to be less than phase max green.

User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 437 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer WE_Midday 4: Carlsbad Blvd & Poinsettia 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement SBT SBR
Lane Configurations
Traffic Volume (veh/h) 483 48
Future Volume (veh/h) 483 48
Initial Q (Qb), veh 0 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1870 1870
Adj Flow Rate, veh/h 537 53
Peak Hour Factor 0.90 0.90
Percent Heavy Veh, % 2 2
Cap, veh/h 2521 1125
Arrive On Green 0.71 0.71
Sat Flow, veh/h 3554 1585
Grp Volume(v), veh/h 537 53
Grp Sat Flow(s),veh/h/ln 1777 1585
Q Serve(g_s), s 2.9 0.6
Cycle Q Clear(g_c), s 2.9 0.6
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 2521 1125
V/C Ratio(X) 0.21 0.05
Avail Cap(c_a), veh/h 2521 1125
HCM Platoon Ratio 1.00 1.00
Upstream Filter(I) 1.00 1.00
Uniform Delay (d), s/veh 2.8 2.4
Incr Delay (d2), s/veh 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.0 2.5
LnGrp LOS A A
Approach Vol, veh/h 769
Approach Delay, s/veh 8.6
Approach LOS A
Timer - Assigned Phs
June 20, 2023
Item #15 Page 438 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer WE_Midday 5: Carlsbad Blvd & Ponto Road 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBU NBT NBR SBU SBL SBT
Lane Configurations
Traffic Volume (veh/h) 11 47 15 443 23 2 59 558
Future Volume (veh/h) 11 47 15 443 23 2 59 558
Initial Q (Qb), veh 0 0 0 0 0 0
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 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 15 66 561 29 64 607
Peak Hour Factor 0.71 0.71 0.79 0.79 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 127 113 1725 89 110 2408
Arrive On Green 0.07 0.07 0.50 0.50 0.06 0.68
Sat Flow, veh/h 1781 1585 3531 177 1781 3647
Grp Volume(v), veh/h 15 66 290 300 64 607
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1838 1781 1777
Q Serve(g_s), s 0.3 1.8 4.3 4.3 1.5 2.9
Cycle Q Clear(g_c), s 0.3 1.8 4.3 4.3 1.5 2.9
Prop In Lane 1.00 1.00 0.10 1.00
Lane Grp Cap(c), veh/h 127 113 892 923 110 2408
V/C Ratio(X) 0.12 0.58 0.32 0.33 0.58 0.25
Avail Cap(c_a), veh/h 1544 1374 892 923 366 2408
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 19.1 19.7 6.5 6.5 20.0 2.7
Incr Delay (d2), s/veh 0.4 4.7 1.0 0.9 4.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.7 1.3 1.4 0.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.5 24.4 7.5 7.4 24.8 3.0
LnGrp LOS B C A A C A
Approach Vol, veh/h 81 590 671
Approach Delay, s/veh 23.5 7.5 5.1
Approach LOS C A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.7 28.0 35.7 8.1
Change Period (Y+Rc), s 5.0 6.0 6.0 5.0
Max Green Setting (Gmax), s 9.0 22.0 26.0 38.0
Max Q Clear Time (g_c+I1), s 3.5 6.3 4.9 3.8
Green Ext Time (p_c), s 0.0 3.2 4.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.2
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.

June 20, 2023
Item #15 Page 439 of 647
HCM Signalized Intersection Capacity Analysis Future 2050 NonSummer WE_Midday 6: Avenida Encinas & Carlsbad Blvd 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 23 0 0 121 17 5 462 130 0 0 0
Future Volume (vph) 11 23 0 0 121 17 5 462 130 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 0.95 0.95 1.00
Frt 1.00 0.98 1.00 0.85
Flt Protected 0.98 1.00 1.00 1.00
Satd. Flow (prot) 1832 3474 3537 1583
Flt Permitted 0.98 1.00 1.00 1.00
Satd. Flow (perm) 1832 3474 3537 1583
Peak-hour factor, PHF 0.94 0.94 0.94 0.80 0.80 0.80 0.83 0.83 0.83 0.94 0.94 0.94 Adj. Flow (vph) 12 24 0 0 151 21 6 557 157 0 0 0
RTOR Reduction (vph) 0 0 0 0 17 0 0 0 65 0 0 0
Lane Group Flow (vph) 0 36 0 0 155 0 0 563 92 0 0 0
Turn Type Split NA NA Perm NA Perm
Protected Phases 1 1 8 2
Permitted Phases 2 2
Actuated Green, G (s) 4.9 8.8 38.5 38.5
Effective Green, g (s) 4.9 8.8 38.5 38.5
Actuated g/C Ratio 0.07 0.13 0.59 0.59
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 136 465 2072 927
v/s Ratio Prot c0.02 c0.04
v/s Ratio Perm 0.16 0.06
v/c Ratio 0.26 0.33 0.27 0.10
Uniform Delay, d1 28.7 25.8 6.7 6.0
Progression Factor 0.09 1.00 1.00 1.00
Incremental Delay, d2 1.0 0.4 0.3 0.2
Delay (s) 3.7 26.2 7.0 6.2
Level of Service A C A A
Approach Delay (s) 3.7 26.2 6.8 0.0
Approach LOS A C A A
Intersection Summary
HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 65.7 Sum of lost time (s) 13.5 Intersection Capacity Utilization 31.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
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HCM Signalized Intersection Capacity Analysis Future 2050 NonSummer WE_Midday 16: 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 121 0 0 0 34 551
Future Volume (vph) 121 0 0 0 34 551
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5
Lane Util. Factor 0.97 1.00 0.95
Frt 1.00 1.00 1.00
Flt Protected 0.95 0.95 1.00
Satd. Flow (prot) 3433 1770 3539
Flt Permitted 0.95 0.95 1.00
Satd. Flow (perm) 3433 1770 3539
Peak-hour factor, PHF 0.80 0.80 0.83 0.83 0.94 0.94
Adj. Flow (vph) 151 0 0 0 36 586
RTOR Reduction (vph) 0 0 0 0 0 0
Lane Group Flow (vph) 151 0 0 0 36 586
Turn Type Prot Prot NA
Protected Phases 8 1 6
Permitted Phases
Actuated Green, G (s) 8.8 4.9 47.9
Effective Green, g (s) 8.8 4.9 47.9
Actuated g/C Ratio 0.13 0.07 0.73
Clearance Time (s) 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 459 132 2580
v/s Ratio Prot c0.04 0.02 c0.17
v/s Ratio Perm
v/c Ratio 0.33 0.27 0.23
Uniform Delay, d1 25.8 28.7 2.9
Progression Factor 0.22 1.00 1.00
Incremental Delay, d2 0.4 1.1 0.2
Delay (s) 6.1 29.8 3.1
Level of Service A C A
Approach Delay (s) 6.1 0.0 4.6
Approach LOS A A A
Intersection Summary
HCM 2000 Control Delay 4.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 65.7 Sum of lost time (s) 13.5 Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
June 20, 2023
Item #15 Page 441 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer WE_Midday 7: Hwy 101/Carlsbad Blvd & La Costa 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations
Traffic Volume (veh/h) 9 16 14 274 11 181 2 13 389 230 21 214 Future Volume (veh/h) 9 16 14 274 11 181 2 13 389 230 21 214 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 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
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 21 18 295 12 195 13 393 232 223 Peak Hour Factor 0.77 0.77 0.77 0.93 0.93 0.93 0.99 0.99 0.99 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 31 54 73 365 15 338 29 574 824 280
Arrive On Green 0.05 0.05 0.05 0.21 0.21 0.21 0.02 0.31 0.31 0.16 Sat Flow, veh/h 668 1169 1585 1715 70 1585 1781 1870 1585 1781 Grp Volume(v), veh/h 33 0 18 307 0 195 13 393 232 223
Grp Sat Flow(s),veh/h/ln 1837 0 1585 1785 0 1585 1781 1870 1585 1781 Q Serve(g_s), s 1.1 0.0 0.7 10.6 0.0 7.2 0.5 12.0 5.4 7.9 Cycle Q Clear(g_c), s 1.1 0.0 0.7 10.6 0.0 7.2 0.5 12.0 5.4 7.9 Prop In Lane 0.36 1.00 0.96 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 85 0 73 380 0 338 29 574 824 280 V/C Ratio(X) 0.39 0.00 0.25 0.81 0.00 0.58 0.45 0.68 0.28 0.80 Avail Cap(c_a), veh/h 592 0 511 493 0 438 137 574 824 492 HCM Platoon Ratio 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 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 30.0 24.4 0.0 23.0 31.8 19.8 8.8 26.4 Incr Delay (d2), s/veh 2.9 0.0 1.7 7.4 0.0 1.6 10.8 6.5 0.9 5.1 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 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.3 5.0 0.0 2.7 0.3 5.8 2.8 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.0 0.0 31.7 31.8 0.0 24.6 42.6 26.3 9.6 31.6 LnGrp LOS C A C C A C D C A C
Approach Vol, veh/h 51 502 638
Approach Delay, s/veh 32.6 29.0 20.6
Approach LOS C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.7 24.5 7.5 5.5 33.7 18.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 20.0 21.0 5.0 33.0 18.0 Max Q Clear Time (g_c+I1), s 9.9 14.0 3.1 2.5 7.1 12.6
Green Ext Time (p_c), s 0.4 1.7 0.1 0.0 3.1 1.2
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.

User approved changes to right turn type.

June 20, 2023
Item #15 Page 442 of 647
HCM 6th Signalized Intersection Summary Future 2050 NonSummer WE_Midday 7: Hwy 101/Carlsbad Blvd & La Costa 11/28/2022
Scenario 1 12:32 pm 08/10/2022 Baseline Synchro 11 Report

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