San Marcos City Council
March 26, 2024

City of San Marcos
Pacific Street
B/ Capalina Road - Descanso Avenue
24 Hour Directional Volume Count
SNM003
Site Code: 229-23233
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/9/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 27 1 31
12:15 2 19 2 23
12:30 0 19 1 35
12:45 1 18 4 83 1 16 5 105 9 188
01:00 0 20 0 30
01:15 1 26 0 30
01:30 1 17 0 28
01:45 0 22 2 85 1 35 1 123 3 208
02:00 0 18 0 28
02:15 0 24 3 27
02:30 0 38 1 26
02:45 1 22 1 102 3 32 7 113 8 215
03:00 1 29 1 32
03:15 0 32 2 27
03:30 1 25 5 38
03:45 0 26 2 112 2 19 10 116 12 228
04:00 3 32 1 28
04:15 0 23 4 19
04:30 0 20 1 25
04:45 4 30 7 105 4 27 10 99 17 204
05:00 4 32 5 37
05:15 4 20 9 28
05:30 1 24 7 32
05:45 4 19 13 95 23 28 44 125 57 220
06:00 2 27 16 19
06:15 11 20 10 17
06:30 14 16 14 19
06:45 9 10 36 73 40 6 80 61 116 134
07:00 19 11 28 10
07:15 9 14 26 20
07:30 17 7 26 15
07:45 21 14 66 46 40 16 120 61 186 107
08:00 20 10 52 6
08:15 19 5 42 4
08:30 14 9 39 8
08:45 18 13 71 37 29 4 162 22 233 59
09:00 18 12 29 8
09:15 14 12 17 12
09:30 9 5 19 2
09:45 13 2 54 31 28 2 93 24 147 55
10:00 21 8 34 6
10:15 15 4 20 5
10:30 19 2 29 1
10:45 19 3 74 17 23 3 106 15 180 32
11:00 18 2 25 2
11:15 15 2 31 2
11:30 25 4 37 2
11:45 21 0 79 8 32 1 125 7 204 15
Total 409 794 409 794 763 871 763 871 1172 1665
Combined
Total 1203 1203 1634 1634 2837
AM Peak - 11:00 - - - 07:45 - - - - -
Vol. - 79 - - - 173 - - - - -
P.H.F. 0.790 0.832
PM Peak - - 02:30 - - - 02:45 - - - -
Vol. - - 121 - - - 129 - - - -
P.H.F. 0.796 0.849
Percentag
e

34.0% 66.0% 46.7% 53.3%
ADT/AADT ADT 2,837 AADT 2,837

City of San Marcos
Mission Road
B/ Rancho Santa Fe Road - Pacific Street
24 Hour Directional Volume Count
SNM002
Site Code: 229-22840
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 9/27/22 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 10 126 6 77
12:15 4 139 4 68
12:30 4 146 3 80
12:45 4 118 22 529 9 76 22 301 44 830
01:00 3 114 0 74
01:15 8 120 7 73
01:30 4 141 1 71
01:45 3 141 18 516 3 63 11 281 29 797
02:00 3 149 3 72
02:15 3 230 1 102
02:30 1 226 3 164
02:45 4 239 11 844 2 136 9 474 20 1318
03:00 2 359 3 101
03:15 5 291 2 87
03:30 5 344 5 146
03:45 8 363 20 1357 8 137 18 471 38 1828
04:00 5 373 5 130
04:15 6 453 7 119
04:30 8 384 15 145
04:45 15 396 34 1606 21 154 48 548 82 2154
05:00 12 364 19 170
05:15 14 404 26 142
05:30 29 366 49 150
05:45 34 288 89 1422 40 136 134 598 223 2020
06:00 42 157 34 109
06:15 64 113 41 102
06:30 58 111 46 79
06:45 67 100 231 481 95 83 216 373 447 854
07:00 107 70 77 94
07:15 157 74 106 73
07:30 213 59 114 47
07:45 163 59 640 262 150 59 447 273 1087 535
08:00 129 57 113 58
08:15 129 59 120 74
08:30 139 40 101 42
08:45 108 45 505 201 95 39 429 213 934 414
09:00 91 45 79 48
09:15 127 51 74 40
09:30 96 35 79 25
09:45 112 26 426 157 76 27 308 140 734 297
10:00 111 21 73 29
10:15 101 19 57 20
10:30 112 20 65 16
10:45 135 12 459 72 73 11 268 76 727 148
11:00 141 11 89 8
11:15 102 15 58 8
11:30 93 19 78 4
11:45 115 7 451 52 61 9 286 29 737 81
Total 2906 7499 2906 7499 2196 3777 2196 3777 5102 11276 Combined
Total 10405 10405 5973 5973 16378
AM Peak - 07:15 - - - 07:30 - - - - -
Vol. - 662 - - - 497 - - - - -
P.H.F. 0.777 0.828
PM Peak - - 04:00 - - - 04:45 - - - -
Vol. - - 1606 - - - 616 - - - -
P.H.F. 0.886 0.906
Percentag
e

27.9% 72.1% 36.8% 63.2%
ADT/AADT ADT 16,378 AADT 16,378

City of San Marcos
Capalina Road
B/ Rancho Santa Fe Road - Pacific Street
24 Hour Directional Volume Count
SNM004
Site Code: 229-22840
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 9/27/22 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 3 34 5 37
12:15 7 29 6 33
12:30 1 39 3 31
12:45 3 39 14 141 1 50 15 151 29 292
01:00 1 25 0 35
01:15 0 26 1 34
01:30 2 32 2 27
01:45 0 46 3 129 2 23 5 119 8 248
02:00 2 39 0 35
02:15 1 29 1 35
02:30 2 44 2 41
02:45 0 34 5 146 0 60 3 171 8 317
03:00 1 34 1 44
03:15 5 38 1 23
03:30 3 41 2 43
03:45 0 34 9 147 2 36 6 146 15 293
04:00 2 27 3 30
04:15 6 44 5 33
04:30 5 40 3 36
04:45 12 37 25 148 6 35 17 134 42 282
05:00 10 38 12 48
05:15 19 41 9 33
05:30 18 49 23 55
05:45 31 44 78 172 17 40 61 176 139 348
06:00 22 30 21 29
06:15 18 25 36 20
06:30 31 29 25 24
06:45 46 30 117 114 25 31 107 104 224 218
07:00 36 16 25 18
07:15 38 18 39 12
07:30 34 25 32 22
07:45 41 24 149 83 37 22 133 74 282 157
08:00 37 19 32 20
08:15 43 20 42 15
08:30 23 11 46 21
08:45 30 19 133 69 33 19 153 75 286 144
09:00 30 20 19 25
09:15 32 10 32 14
09:30 24 17 18 9
09:45 25 12 111 59 23 10 92 58 203 117
10:00 30 8 23 13
10:15 26 12 25 7
10:30 29 7 25 5
10:45 41 11 126 38 29 5 102 30 228 68
11:00 41 8 32 4
11:15 28 8 26 4
11:30 47 7 31 8
11:45 26 3 142 26 33 8 122 24 264 50
Total 912 1272 912 1272 816 1262 816 1262 1728 2534
Combined
Total 2184 2184 2078 2078 4262
AM Peak - 10:45 - - - 07:45 - - - - -
Vol. - 157 - - - 157 - - - - -
P.H.F. 0.835 0.853
PM Peak - - 05:00 - - - 02:15 - - - -
Vol. - - 172 - - - 180 - - - -
P.H.F. 0.878 0.750
Percentag
e

41.8% 58.2% 39.3% 60.7%
ADT/AADT ADT 4,262 AADT 4,262

City of San Marcos
Descanso Avenue
B/ Pacific Street - Las Posas Road
24 Hour Directional Volume Count
SNM004
Site Code: 229-23233
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 3/9/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 43 1 37
12:15 1 40 1 38
12:30 2 45 1 34
12:45 1 40 5 168 1 28 4 137 9 305
01:00 2 32 0 31
01:15 4 30 2 31
01:30 2 41 0 38
01:45 0 30 8 133 0 25 2 125 10 258
02:00 0 35 3 48
02:15 1 41 0 26
02:30 1 41 1 39
02:45 0 37 2 154 1 28 5 141 7 295
03:00 1 34 1 23
03:15 0 28 0 25
03:30 0 40 2 36
03:45 3 37 4 139 0 39 3 123 7 262
04:00 0 56 1 44
04:15 1 55 3 27
04:30 4 47 2 42
04:45 1 37 6 195 5 30 11 143 17 338
05:00 3 49 6 34
05:15 7 37 8 37
05:30 6 26 12 21
05:45 10 37 26 149 29 28 55 120 81 269
06:00 10 27 16 23
06:15 22 28 19 17
06:30 16 19 17 23
06:45 19 14 67 88 28 7 80 70 147 158
07:00 21 15 32 22
07:15 40 17 37 9
07:30 39 14 15 14
07:45 31 8 131 54 41 11 125 56 256 110
08:00 32 6 24 9
08:15 43 9 26 10
08:30 41 10 31 11
08:45 32 6 148 31 21 9 102 39 250 70
09:00 22 8 20 8
09:15 28 14 29 7
09:30 23 2 26 4
09:45 33 5 106 29 26 5 101 24 207 53
10:00 32 8 36 3
10:15 30 2 30 4
10:30 23 3 26 1
10:45 30 2 115 15 31 0 123 8 238 23
11:00 28 2 23 2
11:15 28 3 30 3
11:30 33 1 33 3
11:45 38 1 127 7 25 3 111 11 238 18
Total 745 1162 745 1162 722 997 722 997 1467 2159
Combined
Total 1907 1907 1719 1719 3626
AM Peak - 08:00 - - - 07:00 - - - - -
Vol. - 148 - - - 125 - - - - -
P.H.F. 0.860 0.762
PM Peak - - 03:45 - - - 03:45 - - - -
Vol. - - 195 - - - 152 - - - -
P.H.F. 0.871 0.864
Percentag
e

39.1% 60.9% 42.0% 58.0%
ADT/AADT ADT 3,626 AADT 3,626
File Name : 01_SNM_RSF_Mis AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Mission Road
Westbound
Rancho Santa Fe Road
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 20 57 77 59 13 72 82 48 130 279
07:15 AM 25 82 107 48 37 85 122 62 184 376
07:30 AM 38 68 106 51 39 90 161 71 232 428
07:45 AM 48 110 158 57 39 96 118 59 177 431
Total 131 317 448 215 128 343 483 240 723 1514
08:00 AM 41 75 116 62 25 87 101 64 165 368
08:15 AM 46 72 118 74 31 105 95 58 153 376
08:30 AM 38 65 103 61 33 94 91 73 164 361
08:45 AM 29 62 91 52 23 75 70 60 130 296
Total 154 274 428 249 112 361 357 255 612 1401
Grand Total 285 591 876 464 240 704 840 495 1335 2915
Apprch % 32.5 67.5 65.9 34.1 62.9 37.1
Total % 9.8 20.3 30.1 15.9 8.2 24.2 28.8 17 45.8
Mission Road
Westbound
Rancho Santa Fe Road
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 25 82 107 48 37 85 122 62 184 376
07:30 AM 38 68 106 51 39 90 161 71 232 428
07:45 AM 48 110 158 57 39 96 118 59 177 431
08:00 AM 41 75 116 62 25 87 101 64 165 368
Total Volume 152 335 487 218 140 358 502 256 758 1603
% App. Total 31.2 68.8 60.9 39.1 66.2 33.8
PHF .792 .761 .771 .879 .897 .932 .780 .901 .817 .930
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : 01_SNM_RSF_Mis AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Mission Road
Weather: Clear
Mission Road
Mission Road
Rancho Santa Fe Road
Thru
335
Left
152
Out Total In
642 487 1129
Left
218
Right
140
Out In Total
408 358 766
Thru
502
Right
256
Total Out In
553 758 1311
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 07:15 AM
+0 mins. 38 68 106 57 39 96 122 62 184
+15 mins. 48 110 158 62 25 87 161 71 232
+30 mins. 41 75 116 74 31 105 118 59 177
+45 mins. 46 72 118 61 33 94 101 64 165
Total Volume 173 325 498 254 128 382 502 256 758
% App. Total 34.7 65.3 66.5 33.5 66.2 33.8
PHF .901 .739 .788 .858 .821 .910 .780 .901 .817
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
n ..... -
-
n ►
◄;- ~:
'
-
7, I
n -
◄ I ►
I
__J
_L____J
File Name : 01_SNM_RSF_Mis PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Mission Road
Westbound
Rancho Santa Fe Road
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 32 92 124 70 77 147 168 61 229 500
04:15 PM 39 88 127 100 101 201 187 60 247 575
04:30 PM 41 90 131 90 96 186 174 51 225 542
04:45 PM 32 133 165 97 102 199 173 48 221 585
Total 144 403 547 357 376 733 702 220 922 2202
05:00 PM 67 109 176 79 100 179 168 53 221 576
05:15 PM 47 95 142 76 98 174 191 44 235 551
05:30 PM 56 102 158 71 100 171 177 38 215 544
05:45 PM 33 95 128 81 68 149 163 45 208 485
Total 203 401 604 307 366 673 699 180 879 2156
Grand Total 347 804 1151 664 742 1406 1401 400 1801 4358 Apprch % 30.1 69.9 47.2 52.8 77.8 22.2
Total % 8 18.4 26.4 15.2 17 32.3 32.1 9.2 41.3
Mission Road
Westbound
Rancho Santa Fe Road
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 39 88 127 100 101 201 187 60 247 575
04:30 PM 41 90 131 90 96 186 174 51 225 542
04:45 PM 32 133 165 97 102 199 173 48 221 585
05:00 PM 67 109 176 79 100 179 168 53 221 576
Total Volume 179 420 599 366 399 765 702 212 914 2278
% App. Total 29.9 70.1 47.8 52.2 76.8 23.2
PHF .668 .789 .851 .915 .978 .951 .939 .883 .925 .974
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : 01_SNM_RSF_Mis PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Mission Road
Weather: Clear
Mission Road
Mission Road
Rancho Santa Fe Road
Thru
420
Left
179
Out Total In
1101 599 1700
Left
366
Right
399
Out In Total
391 765 1156
Thru
702
Right
212
Total Out In
786 914 1700
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:15 PM 04:00 PM
+0 mins. 32 133 165 100 101 201 168 61 229
+15 mins. 67 109 176 90 96 186 187 60 247
+30 mins. 47 95 142 97 102 199 174 51 225
+45 mins. 56 102 158 79 100 179 173 48 221
Total Volume 202 439 641 366 399 765 702 220 922
% App. Total 31.5 68.5 47.8 52.2 76.1 23.9
PHF .754 .825 .911 .915 .978 .951 .939 .902 .933
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
n ..... -
-
n ►
◄;- ~:
'
-
7, I
n -
◄ I ►
I
__J
_L____J
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Dead End Mission Road Rancho Santa Fe Road Mission Road Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0200 2
0120 3
0210 3
0000 0
0210 3
0020 2
0 7 6 013
North Leg East Leg South Leg West Leg
Dead End Mission Road Rancho Santa Fe Road Mission Road Pedestrians Pedestrians Pedestrians Pedestrians
0 7 11 0 18
0100 1
0000 0
0000 0
0000 0
0010 1
0120 3
0000 0
0 9 14 0 23
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
Rancho Santa Fe Road
Mission Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000001 1
000000000000 0
000000000020 2
000010100010 3
000000000000 0
000000000000 0
000000100020 3
000000000000 0
000010200051 9
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000010100000 2
000000000010 1
000010000001 2
000000001000 1
000110000000 2
000010000000 1
000010000000 1
0 0 0 1 5 0 1 0 1 0 1 1 10
Mission Road
TOTAL VOLUMES:

Dead End Mission Road Rancho Santa Fe Road Mission Road Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Dead End Mission Road Rancho Santa Fe Road
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Road
Rancho Santa Fe Road
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 02_SNM_Paci_Mis AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Mission Road
Westbound
Pacific Street
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 85 85 0 7 7 80 13 93 185
07:15 AM 0 105 105 0 11 11 141 6 147 263
07:30 AM 0 118 118 0 9 9 188 6 194 321
07:45 AM 0 174 174 0 11 11 152 11 163 348
Total 0 482 482 0 38 38 561 36 597 1117
08:00 AM 0 116 116 0 8 8 101 18 119 243
08:15 AM 0 120 120 0 14 14 120 13 133 267
08:30 AM 0 97 97 0 10 10 111 11 122 229
08:45 AM 0 114 114 0 4 4 89 13 102 220
Total 0 447 447 0 36 36 421 55 476 959
Grand Total 0 929 929 0 74 74 982 91 1073 2076
Apprch % 0 100 0 100 91.5 8.5
Total % 0 44.7 44.7 0 3.6 3.6 47.3 4.4 51.7
Mission Road
Westbound
Pacific Street
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 118 118 0 9 9 188 6 194 321
07:45 AM 0 174 174 0 11 11 152 11 163 348
08:00 AM 0 116 116 0 8 8 101 18 119 243
08:15 AM 0 120 120 0 14 14 120 13 133 267
Total Volume 0 528 528 0 42 42 561 48 609 1179
% App. Total 0 100 0 100 92.1 7.9
PHF .000 .759 .759 .000 .750 .750 .746 .667 .785 .847
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : 02_SNM_Paci_Mis AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Mission Road
Mission Road
Pacific Street
Thru
528
Left
0 Out Total In
603 528 1131
Left
0 Right
42 Out In Total
48 42 90
Thru
561
Right
48 Total Out In
528 609 1137
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 07:15 AM
+0 mins. 0 118 118 0 11 11 141 6 147
+15 mins. 0 174 174 0 8 8 188 6 194
+30 mins. 0 116 116 0 14 14 152 11 163
+45 mins. 0 120 120 0 10 10 101 18 119
Total Volume 0 528 528 0 43 43 582 41 623
% App. Total 0 100 0 100 93.4 6.6
PHF .000 .759 .759 .000 .768 .768 .774 .569 .803
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
n ..... -
-
n ►
◄;- ~:
'
-
7, I
n -
◄ I ►
I
__J
_L____J
File Name : 02_SNM_Paci_Mis PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Groups Printed- Total Volume
Mission Road
Westbound
Pacific Street
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 132 132 0 23 23 236 7 243 398
04:15 PM 0 126 126 0 26 26 275 12 287 439
04:30 PM 0 144 144 0 26 26 253 10 263 433
04:45 PM 0 163 163 0 17 17 263 11 274 454
Total 0 565 565 0 92 92 1027 40 1067 1724
05:00 PM 0 173 173 0 11 11 259 4 263 447
05:15 PM 0 158 158 0 19 19 291 6 297 474
05:30 PM 0 158 158 0 23 23 273 6 279 460
05:45 PM 0 132 132 0 18 18 218 10 228 378
Total 0 621 621 0 71 71 1041 26 1067 1759
Grand Total 0 1186 1186 0 163 163 2068 66 2134 3483
Apprch % 0 100 0 100 96.9 3.1
Total % 0 34.1 34.1 0 4.7 4.7 59.4 1.9 61.3
Mission Road
Westbound
Pacific Street
Northbound
Mission Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 163 163 0 17 17 263 11 274 454
05:00 PM 0 173 173 0 11 11 259 4 263 447
05:15 PM 0 158 158 0 19 19 291 6 297 474
05:30 PM 0 158 158 0 23 23 273 6 279 460
Total Volume 0 652 652 0 70 70 1086 27 1113 1835
% App. Total 0 100 0 100 97.6 2.4
PHF .000 .942 .942 .000 .761 .761 .933 .614 .937 .968
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : 02_SNM_Paci_Mis PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Pacific Street
E/W: Mission Road
Weather: Clear
Mission Road
Mission Road
Pacific Street
Thru
652
Left
0 Out Total In
1156 652 1808
Left
0 Right
70 Out In Total
27 70 97
1086
Thru Right
27 Total Out In
652 1113 1765
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:00 PM 04:45 PM
+0 mins. 0 163 163 0 23 23 263 11 274
+15 mins. 0 173 173 0 26 26 259 4 263
+30 mins. 0 158 158 0 26 26 291 6 297
+45 mins. 0 158 158 0 17 17 273 6 279
Total Volume 0 652 652 0 92 92 1086 27 1113
% App. Total 0 100 0 100 97.6 2.4
PHF .000 .942 .942 .000 .885 .885 .933 .614 .937
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
n ..... -
-
n ►
◄;- ~:
'
-
7, I
n -
◄ I ►
I
__J
_L____J
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Dead End Mission Road Pacific Street Mission Road
Pedestrians Pedestrians Pedestrians Pedestrians
0010 1
0000 0
0010 1
0020 2
0010 1
0010 1
0020 2
0000 0
0 0 8 08
North Leg East Leg South Leg West Leg
Dead End Mission Road Pacific Street Mission Road
Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0010 1
0020 2
0020 2
0020 2
0000 0
0030 3
0020 2
0 0 12 0 12
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
Pacific Street
Mission Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000010 1
000000000020 2
000030001010 5
000000000000 0
000000001000 1
000000002010 3
000000000000 0
0 0 0 0 3 0 0 0 4 0 5 0 12
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000001000 1
000010000010 2
000000000001 1
000220000000 4
000100000020 3
000010000000 1
000010001000 2
000000100000 1
0 0 0 3 5 0 1 0 2 0 3 1 15
Mission Road
TOTAL VOLUMES:

Dead End Mission Road Pacific Street Mission Road
Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Dead End Mission Road Pacific Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Mission Road
Pacific Street
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : SNM_Pac_Mis AM
Site Code : 22922931
Start Date : 10/18/2022
Page No : 1
City of San Marcos
N/S: North Pacific Street
E/W: West Mission Road
Weather: Clear
Groups Printed- Total Volume
North Pacific Street
Southbound
West Mission Road
Westbound
West Mission Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 12 19 31 70 4 74 3 92 95 200
07:15 AM 10 15 25 85 6 91 2 116 118 234
07:30 AM 17 7 24 102 6 108 1 133 134 266
07:45 AM 16 13 29 127 11 138 7 140 147 314
Total 55 54 109 384 27 411 13 481 494 1014
08:00 AM 17 10 27 126 5 131 3 91 94 252
08:15 AM 20 9 29 120 5 125 7 126 133 287
08:30 AM 13 5 18 79 4 83 1 86 87 188
08:45 AM 9 6 15 120 2 122 8 99 107 244
Total 59 30 89 445 16 461 19 402 421 971
Grand Total 114 84 198 829 43 872 32 883 915 1985
Apprch % 57.6 42.4 95.1 4.9 3.5 96.5
Total % 5.7 4.2 10 41.8 2.2 43.9 1.6 44.5 46.1
North Pacific Street
Southbound
West Mission Road
Westbound
West Mission Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 17 7 24 102 6 108 1 133 134 266
07:45 AM 16 13 29 127 11 138 7 140 147 314
08:00 AM 17 10 27 126 5 131 3 91 94 252
08:15 AM 20 9 29 120 5 125 7 126 133 287
Total Volume 70 39 109 475 27 502 18 490 508 1119
% App. Total 64.2 35.8 94.6 5.4 3.5 96.5
PHF .875 .750 .940 .935 .614 .909 .643 .875 .864 .891
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : SNM_Pac_Mis AM
Site Code : 22922931
Start Date : 10/18/2022
Page No : 2
City of San Marcos
N/S: North Pacific Street
E/W: West Mission Road
Weather: Clear
North Pacific Street
West Mission Road
West Mission Road
Right
39 Left
70 Out In Total
45 109 154
Right
27 Thru
475
Out Total In
560 502 1062
Left
18 Thru
490
Total Out In
514 508 1022
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:30 AM 07:30 AM
+0 mins. 12 19 31 102 6 108 1 133 134
+15 mins. 10 15 25 127 11 138 7 140 147
+30 mins. 17 7 24 126 5 131 3 91 94
+45 mins. 16 13 29 120 5 125 7 126 133
Total Volume 55 54 109 475 27 502 18 490 508
% App. Total 50.5 49.5 94.6 5.4 3.5 96.5
PHF .809 .711 .879 .935 .614 .909 .643 .875 .864
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I I I
-
I I I
◄ ►
n ..... -
-
n
t ..... ~ -
-
- ------t I
n ◄-- -
-
File Name : SNM_Pac_Mis PM
Site Code : 22922931
Start Date : 10/18/2022
Page No : 1
City of San Marcos
N/S: North Pacific Street
E/W: West Mission Road
Weather: Clear
Groups Printed- Total Volume
North Pacific Street
Southbound
West Mission Road
Westbound
West Mission Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 11 13 24 130 14 144 7 251 258 426
04:15 PM 7 8 15 135 11 146 12 261 273 434
04:30 PM 8 10 18 140 14 154 19 271 290 462
04:45 PM 12 5 17 154 9 163 9 328 337 517
Total 38 36 74 559 48 607 47 1111 1158 1839
05:00 PM 8 12 20 136 12 148 9 260 269 437
05:15 PM 11 8 19 119 14 133 12 257 269 421
05:30 PM 13 6 19 119 17 136 13 236 249 404
05:45 PM 10 10 20 116 10 126 13 228 241 387
Total 42 36 78 490 53 543 47 981 1028 1649
Grand Total 80 72 152 1049 101 1150 94 2092 2186 3488
Apprch % 52.6 47.4 91.2 8.8 4.3 95.7
Total % 2.3 2.1 4.4 30.1 2.9 33 2.7 60 62.7
North Pacific Street
Southbound
West Mission Road
Westbound
West Mission Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 7 8 15 135 11 146 12 261 273 434
04:30 PM 8 10 18 140 14 154 19 271 290 462
04:45 PM 12 5 17 154 9 163 9 328 337 517
05:00 PM 8 12 20 136 12 148 9 260 269 437
Total Volume 35 35 70 565 46 611 49 1120 1169 1850
% App. Total 50 50 92.5 7.5 4.2 95.8
PHF .729 .729 .875 .917 .821 .937 .645 .854 .867 .895
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268

I I I I
File Name : SNM_Pac_Mis PM
Site Code : 22922931
Start Date : 10/18/2022
Page No : 2
City of San Marcos
N/S: North Pacific Street
E/W: West Mission Road
Weather: Clear
North Pacific Street
West Mission Road
West Mission Road
Right
35 Left
35 Out In Total
95 70 165
Right
46 Thru
565
Out Total In
1155 611 1766
Left
49 1120
Thru
Total Out In
600 1169 1769
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 04:15 PM 04:15 PM
+0 mins. 8 12 20 135 11 146 12 261 273
+15 mins. 11 8 19 140 14 154 19 271 290
+30 mins. 13 6 19 154 9 163 9 328 337
+45 mins. 10 10 20 136 12 148 9 260 269
Total Volume 42 36 78 565 46 611 49 1120 1169
% App. Total 53.8 46.2 92.5 7.5 4.2 95.8
PHF .808 .750 .975 .917 .821 .937 .645 .854 .867
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I I I
-
I I I
◄ ►
n ..... -
-
n
t ..... ~ -
-
- ------t I
n ◄-- -
-
Location: Date: 10/18/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
N Pacific Street W Mission Road Dead End W Mission Road Pedestrians Pedestrians Pedestrians Pedestrians
0012 3
0001 1
1002 3
0001 1
3000 3
1000 1
1001 2
4001 5
10 0 1 8 19
North Leg East Leg South Leg West Leg
N Pacific Street W Mission Road Dead End W Mission Road Pedestrians Pedestrians Pedestrians Pedestrians
0003 3
1004 5
0003 3
0001 1
0000 0
0004 4
1004 5
0003 3
2 0 0 22 24
San Marcos
N Pacific Street
W Mission Road

PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 10/18/2022
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 100000100020 4
000022000020 6
100010100010 4
201010000010 5
000000000030 3
200000000000 2
100003100030 8
500010100010 8
12 0 1 0 5 5 4 0 0 0 13 0 40
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 100011000020 5
001020000020 5
000000000010 1
000000010010 2
200010100000 4
300011000000 5
101020200000 6
101000100010 4
8 0 3 0 7 2 4 1 0 0 7 0 32
W Mission Road
N Pacific Street
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
5:30 PM
5:45 PM
N Pacific Street W Mission Road Dead End W Mission Road TOTAL VOLUMES:

N Pacific Street W Mission Road Dead End W Mission Road Southbound Westbound Northbound Eastbound
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 03_SNM_RSF_Cap AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Capalina Road
Weather: Clear
Groups Printed- Total Volume
Rancho Santa Fe Road
Southbound
Capalina Road
Westbound
Rancho Santa Fe Road
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 2 70 1 73 18 1 5 24 19 63 26 108 0 8 46 54 259 07:15 AM 3 68 2 73 30 4 5 39 26 83 30 139 0 6 60 66 317 07:30 AM 2 109 2 113 19 5 7 31 30 80 32 142 3 2 74 79 365 07:45 AM 3 99 7 109 24 4 9 37 42 77 21 140 5 15 76 96 382 Total 10 346 12 368 91 14 26 131 117 303 109 529 8 31 256 295 1323 08:00 AM 2 96 2 100 19 8 5 32 50 85 31 166 0 5 40 45 343 08:15 AM 5 95 8 108 33 0 7 40 53 91 33 177 2 4 39 45 370 08:30 AM 2 100 3 105 39 1 6 46 35 78 15 128 10 7 44 61 340 08:45 AM 2 84 5 91 24 2 8 34 29 63 22 114 3 6 44 53 292 Total 11 375 18 404 115 11 26 152 167 317 101 585 15 22 167 204 1345 Grand Total 21 721 30 772 206 25 52 283 284 620 210 1114 23 53 423 499 2668 Apprch % 2.7 93.4 3.9 72.8 8.8 18.4 25.5 55.7 18.9 4.6 10.6 84.8 Total % 0.8 27 1.1 28.9 7.7 0.9 1.9 10.6 10.6 23.2 7.9 41.8 0.9 2 15.9 18.7 Rancho Santa Fe Road
Southbound
Capalina Road
Westbound
Rancho Santa Fe Road
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 2 109 2 113 19 5 7 31 30 80 32 142 3 2 74 79 365 07:45 AM 3 99 7 109 24 4 9 37 42 77 21 140 5 15 76 96 382 08:00 AM 2 96 2 100 19 8 5 32 50 85 31 166 0 5 40 45 343 08:15 AM 5 95 8 108 33 0 7 40 53 91 33 177 2 4 39 45 370 Total Volume 12 399 19 430 95 17 28 140 175 333 117 625 10 26 229 265 1460 % App. Total 2.8 92.8 4.4 67.9 12.1 20 28 53.3 18.7 3.8 9.8 86.4 PHF .600 .915 .594 .951 .720 .531 .778 .875 .825 .915 .886 .883 .500 .433 .753 .690 .955 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_SNM_RSF_Cap AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Capalina Road
Weather: Clear
Rancho Santa Fe Road
Capalina Road
Capalina Road
Rancho Santa Fe Road
Right
19 Thru
399
Left
12 Out In Total
371 430 801
Right
28 Thru
17 Left
95 Out Total In
155 140 295
Left
175
Thru
333
Right
117
Out In Total
723 625 1348
Left
10 Thru
26 Right
229
Total Out In
211 265 476
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 07:30 AM 07:00 AM
+0 mins. 2 109 2 113 24 4 9 37 30 80 32 142 0 8 46 54
+15 mins. 3 99 7 109 19 8 5 32 42 77 21 140 0 6 60 66
+30 mins. 2 96 2 100 33 0 7 40 50 85 31 166 3 2 74 79
+45 mins. 5 95 8 108 39 1 6 46 53 91 33 177 5 15 76 96
Total Volume 12 399 19 430 115 13 27 155 175 333 117 625 8 31 256 295 % App. Total 2.8 92.8 4.4 74.2 8.4 17.4 28 53.3 18.7 2.7 10.5 86.8 PHF .600 .915 .594 .951 .737 .406 .750 .842 .825 .915 .886 .883 .400 .517 .842 .768 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
File Name : 03_SNM_RSF_Cap PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Capalina Road
Weather: Clear
Groups Printed- Total Volume
Rancho Santa Fe Road
Southbound
Capalina Road
Westbound
Rancho Santa Fe Road
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 3 82 4 89 17 7 7 31 49 138 22 209 5 3 16 24 353 04:15 PM 11 89 4 104 21 3 12 36 51 185 24 260 0 8 33 41 441 04:30 PM 4 88 7 99 22 6 7 35 51 174 30 255 5 6 26 37 426 04:45 PM 3 67 9 79 27 5 3 35 52 192 30 274 5 6 33 44 432 Total 21 326 24 371 87 21 29 137 203 689 106 998 15 23 108 146 1652 05:00 PM 3 110 5 118 16 13 9 38 49 180 28 257 4 5 38 47 460 05:15 PM 4 81 1 86 15 8 9 32 69 156 26 251 4 11 26 41 410 05:30 PM 6 83 7 96 22 19 8 49 47 145 34 226 6 10 30 46 417 05:45 PM 3 73 4 80 25 4 8 37 54 139 36 229 9 5 27 41 387 Total 16 347 17 380 78 44 34 156 219 620 124 963 23 31 121 175 1674 Grand Total 37 673 41 751 165 65 63 293 422 1309 230 1961 38 54 229 321 3326 Apprch % 4.9 89.6 5.5 56.3 22.2 21.5 21.5 66.8 11.7 11.8 16.8 71.3 Total % 1.1 20.2 1.2 22.6 5 2 1.9 8.8 12.7 39.4 6.9 59 1.1 1.6 6.9 9.7 Rancho Santa Fe Road
Southbound
Capalina Road
Westbound
Rancho Santa Fe Road
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 11 89 4 104 21 3 12 36 51 185 24 260 0 8 33 41 441 04:30 PM 4 88 7 99 22 6 7 35 51 174 30 255 5 6 26 37 426 04:45 PM 3 67 9 79 27 5 3 35 52 192 30 274 5 6 33 44 432 05:00 PM 3 110 5 118 16 13 9 38 49 180 28 257 4 5 38 47 460 Total Volume 21 354 25 400 86 27 31 144 203 731 112 1046 14 25 130 169 1759 % App. Total 5.2 88.5 6.2 59.7 18.8 21.5 19.4 69.9 10.7 8.3 14.8 76.9 PHF .477 .805 .694 .847 .796 .519 .646 .947 .976 .952 .933 .954 .700 .781 .855 .899 .956 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_SNM_RSF_Cap PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: Capalina Road
Weather: Clear
Rancho Santa Fe Road
Capalina Road
Capalina Road
Rancho Santa Fe Road
Right
25 Thru
354
Left
21 Out In Total
776 400 1176
Right
31 Thru
27 Left
86 Out Total In
158 144 302
Left
203
Thru
731
Right
112
Out In Total
570 1046 1616
Left
14 Thru
25 Right
130
Total Out In
255 169 424
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 05:00 PM 04:15 PM 04:45 PM
+0 mins. 11 89 4 104 16 13 9 38 51 185 24 260 5 6 33 44 +15 mins. 4 88 7 99 15 8 9 32 51 174 30 255 4 5 38 47
+30 mins. 3 67 9 79 22 19 8 49 52 192 30 274 4 11 26 41 +45 mins. 3 110 5 118 25 4 8 37 49 180 28 257 6 10 30 46 Total Volume 21 354 25 400 78 44 34 156 203 731 112 1046 19 32 127 178 % App. Total 5.2 88.5 6.2 50 28.2 21.8 19.4 69.9 10.7 10.7 18 71.3 PHF .477 .805 .694 .847 .780 .579 .944 .796 .976 .952 .933 .954 .792 .727 .836 .947 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Rancho Santa Fe Road Capalina Road Rancho Santa Fe Road Capalina Road Pedestrians Pedestrians Pedestrians Pedestrians
0101 2
0111 3
0101 2
1010 2
4002 6
0010 1
0201 3
0 5 13 10 28
5 101616 47
North Leg East Leg South Leg West Leg
Rancho Santa Fe Road Capalina Road Rancho Santa Fe Road Capalina Road Pedestrians Pedestrians Pedestrians Pedestrians
2061 9
9441 18
1000 1
1110 3
3000 3
0020 2
2120 5
0000 0
18 6 15 2 41
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
Rancho Santa Fe Road
Capalina Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 010000000000 1
000200010000 3
000000000000 0
000101000010 3
000000000000 0
000000001000 1
000000010000 1
010000000000 1
0 2 0 3 0 1 0 2 1 0 1 0 10
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000002000 2
000000020000 2
000000000000 0
001000001000 2
000000010000 1
000110100000 3
010000010000 2
000000000000 0
0 1 1 1 1 0 1 4 3 0 0 0 12
Capalina Road
TOTAL VOLUMES:

Rancho Santa Fe Road Capalina Road Rancho Santa Fe Road Capalina Road Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Rancho Santa Fe Road Capalina Road Rancho Santa Fe Road Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Capalina Road
Rancho Santa Fe Road
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 04_SNM_Paci_Cap AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Pacific Street
E/W: Capalina Road
Weather: Clear
Groups Printed- Total Volume
Pacific Street
Southbound
Stor'em Self Storage
Driveway
Westbound
Pacific Street
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 12 1 13 0 1 0 1 12 1 1 14 6 2 28 36 64
07:15 AM 0 5 2 7 1 1 0 2 18 1 1 20 10 0 24 34 63
07:30 AM 0 6 0 6 0 2 0 2 9 3 0 12 8 1 21 30 50
07:45 AM 0 11 0 11 1 0 0 1 19 3 1 23 7 1 34 42 77
Total 0 34 3 37 2 4 0 6 58 8 3 69 31 4 107 142 254
08:00 AM 0 18 0 18 1 1 0 2 17 3 0 20 6 2 25 33 73
08:15 AM 0 14 0 14 1 1 0 2 15 3 1 19 12 1 18 31 66
08:30 AM 1 10 0 11 0 1 0 1 9 2 0 11 8 0 17 25 48
08:45 AM 0 13 0 13 0 2 0 2 17 1 0 18 2 1 20 23 56
Total 1 55 0 56 2 5 0 7 58 9 1 68 28 4 80 112 243
Grand Total 1 89 3 93 4 9 0 13 116 17 4 137 59 8 187 254 497 Apprch % 1.1 95.7 3.2 30.8 69.2 0 84.7 12.4 2.9 23.2 3.1 73.6 Total % 0.2 17.9 0.6 18.7 0.8 1.8 0 2.6 23.3 3.4 0.8 27.6 11.9 1.6 37.6 51.1 Pacific Street
Southbound
Stor'em Self Storage
Driveway
Westbound
Pacific Street
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 6 0 6 0 2 0 2 9 3 0 12 8 1 21 30 50
07:45 AM 0 11 0 11 1 0 0 1 19 3 1 23 7 1 34 42 77
08:00 AM 0 18 0 18 1 1 0 2 17 3 0 20 6 2 25 33 73
08:15 AM 0 14 0 14 1 1 0 2 15 3 1 19 12 1 18 31 66
Total Volume 0 49 0 49 3 4 0 7 60 12 2 74 33 5 98 136 266 % App. Total 0 100 0 42.9 57.1 0 81.1 16.2 2.7 24.3 3.7 72.1 PHF .000 .681 .000 .681 .750 .500 .000 .875 .789 1.00 .500 .804 .688 .625 .721 .810 .864 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 04_SNM_Paci_Cap AM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Pacific Street
E/W: Capalina Road
Weather: Clear
Pacific Street
Capalina Road
Stor'em Self Storage Driveway
Pacific Street
Right
0 Thru
49 Left
0 Out In Total
45 49 94
Right
0 Thru
4 Left
3 Out Total In
7 7 14
Left
60 Thru
12 Right
2 Out In Total
150 74 224
Left
33 Thru
5 Right
98 Total Out In
64 136 200
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:15 AM 07:15 AM 07:00 AM
+0 mins. 0 18 0 18 1 1 0 2 18 1 1 20 6 2 28 36
+15 mins. 0 14 0 14 0 2 0 2 9 3 0 12 10 0 24 34
+30 mins. 1 10 0 11 1 0 0 1 19 3 1 23 8 1 21 30
+45 mins. 0 13 0 13 1 1 0 2 17 3 0 20 7 1 34 42
Total Volume 1 55 0 56 3 4 0 7 63 10 2 75 31 4 107 142
% App. Total 1.8 98.2 0 42.9 57.1 0 84 13.3 2.7 21.8 2.8 75.4 PHF .250 .764 .000 .778 .750 .500 .000 .875 .829 .833 .500 .815 .775 .500 .787 .845 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
File Name : 04_SNM_Paci_Cap PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 1
City of San Marcos
N/S: Pacific Street
E/W: Capalina Road
Weather: Clear
Groups Printed- Total Volume
Pacific Street
Southbound
Stor'em Self Storage
Driveway
Westbound
Pacific Street
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 6 2 8 1 0 1 2 27 10 0 37 13 1 12 26 73
04:15 PM 0 12 0 12 0 1 1 2 28 4 1 33 22 0 23 45 92
04:30 PM 0 10 0 10 1 2 0 3 19 5 1 25 23 0 22 45 83
04:45 PM 1 10 0 11 1 0 0 1 20 4 1 25 14 1 14 29 66
Total 1 38 2 41 3 3 2 8 94 23 3 120 72 2 71 145 314
05:00 PM 0 4 0 4 0 0 1 1 27 3 1 31 9 0 18 27 63
05:15 PM 1 5 0 6 0 1 1 2 26 4 1 31 19 3 17 39 78
05:30 PM 0 6 1 7 1 5 0 6 31 6 0 37 16 3 23 42 92
05:45 PM 0 9 2 11 1 1 0 2 26 2 0 28 17 0 20 37 78
Total 1 24 3 28 2 7 2 11 110 15 2 127 61 6 78 145 311
Grand Total 2 62 5 69 5 10 4 19 204 38 5 247 133 8 149 290 625 Apprch % 2.9 89.9 7.2 26.3 52.6 21.1 82.6 15.4 2 45.9 2.8 51.4 Total % 0.3 9.9 0.8 11 0.8 1.6 0.6 3 32.6 6.1 0.8 39.5 21.3 1.3 23.8 46.4 Pacific Street
Southbound
Stor'em Self Storage
Driveway
Westbound
Pacific Street
Northbound
Capalina Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 6 2 8 1 0 1 2 27 10 0 37 13 1 12 26 73
04:15 PM 0 12 0 12 0 1 1 2 28 4 1 33 22 0 23 45 92
04:30 PM 0 10 0 10 1 2 0 3 19 5 1 25 23 0 22 45 83
04:45 PM 1 10 0 11 1 0 0 1 20 4 1 25 14 1 14 29 66
Total Volume 1 38 2 41 3 3 2 8 94 23 3 120 72 2 71 145 314 % App. Total 2.4 92.7 4.9 37.5 37.5 25 78.3 19.2 2.5 49.7 1.4 49 PHF .250 .792 .250 .854 .750 .375 .500 .667 .839 .575 .750 .811 .783 .500 .772 .806 .853 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 04_SNM_Paci_Cap PM
Site Code : 22922840
Start Date : 9/27/2022
Page No : 2
City of San Marcos
N/S: Pacific Street
E/W: Capalina Road
Weather: Clear
Pacific Street
Capalina Road
Stor'em Self Storage Driveway
Pacific Street
Right
2 Thru
38 Left
1 Out In Total
97 41 138
Right
2 Thru
3 Left
3 Out Total In
6 8 14
Left
94 Thru
23 Right
3 Out In Total
112 120 232
Left
72 Thru
2 Right
71 Total Out In
99 145 244
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 05:00 PM 04:15 PM
+0 mins. 0 6 2 8 0 0 1 1 27 3 1 31 22 0 23 45
+15 mins. 0 12 0 12 0 1 1 2 26 4 1 31 23 0 22 45
+30 mins. 0 10 0 10 1 5 0 6 31 6 0 37 14 1 14 29
+45 mins. 1 10 0 11 1 1 0 2 26 2 0 28 9 0 18 27
Total Volume 1 38 2 41 2 7 2 11 110 15 2 127 68 1 77 146 % App. Total 2.4 92.7 4.9 18.2 63.6 18.2 86.6 11.8 1.6 46.6 0.7 52.7 PHF .250 .792 .250 .854 .500 .350 .500 .458 .887 .625 .500 .858 .739 .250 .837 .811 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Pacific Street Stor'em Self Storage DW Pacific Street Capalina Road Pedestrians Pedestrians Pedestrians Pedestrians
0200 2
0000 0
0000 0
2000 2
0001 1
2100 3
0000 0
0000 0
4 3 0 18
North Leg East Leg South Leg West Leg
Pacific Street Stor'em Self Storage DW Pacific Street Capalina Road Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0001 1
1102 4
0000 0
0001 1
0000 0
0000 0
0220 4
1 3 2 410
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
Pacific Street
Capalina Road

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 9/27/2022
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 001000000000 1
000000000000 0
000000000000 0
000000000100 1
000000000000 0
010000000100 2
000000000200 2
000000000000 0
011000000400 6
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000010 1
000000010000 1
000000000000 0
020000000000 2
011000100000 3
000000010001 2
000000000000 0
000010000000 1
0 3 1 0 1 0 1 2 0 0 1 1 10
Capalina Road
TOTAL VOLUMES:

Pacific Street Stor'em Self Storage DW Pacific Street Capalina Road Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Pacific Street Stor'em Self Storage DW Pacific Street
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Capalina Road
Pacific Street
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 01_SNM_N Ran_78W AM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 1
City of San Marcos
N/S: N Rancho Santa Fe Road
E/W: SR-78 Westbound Ramps
Weather: Clear
Groups Printed- Total Volume
N Rancho Santa Fe Road
Southbound
SR-78 Westbound Off
Ramp
Westbound
N Rancho Santa Fe Road
Northbound
SR-78 Westbound On
Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 114 33 147 147 0 49 196 68 77 0 145 0 0 0 0 488 07:15 AM 0 183 50 233 149 0 34 183 79 70 0 149 0 0 0 0 565 07:30 AM 0 135 55 190 160 0 42 202 97 100 0 197 0 0 0 0 589 07:45 AM 0 177 50 227 130 0 32 162 90 123 0 213 0 0 0 0 602 Total 0 609 188 797 586 0 157 743 334 370 0 704 0 0 0 0 2244 08:00 AM 0 153 36 189 133 0 53 186 87 125 0 212 0 0 0 0 587 08:15 AM 0 115 39 154 123 0 44 167 98 108 0 206 0 0 0 0 527 08:30 AM 0 119 33 152 141 0 41 182 110 106 0 216 0 0 0 0 550 08:45 AM 0 141 25 166 107 0 35 142 93 97 0 190 0 0 0 0 498 Total 0 528 133 661 504 0 173 677 388 436 0 824 0 0 0 0 2162 Grand Total 0 1137 321 1458 1090 0 330 1420 722 806 0 1528 0 0 0 0 4406 Apprch % 0 78 22 76.8 0 23.2 47.3 52.7 0 0 0 0
Total % 0 25.8 7.3 33.1 24.7 0 7.5 32.2 16.4 18.3 0 34.7 0 0 0 0 N Rancho Santa Fe Road
Southbound
SR-78 Westbound Off
Ramp
Westbound
N Rancho Santa Fe Road
Northbound
SR-78 Westbound On
Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 183 50 233 149 0 34 183 79 70 0 149 0 0 0 0 565 07:30 AM 0 135 55 190 160 0 42 202 97 100 0 197 0 0 0 0 589 07:45 AM 0 177 50 227 130 0 32 162 90 123 0 213 0 0 0 0 602 08:00 AM 0 153 36 189 133 0 53 186 87 125 0 212 0 0 0 0 587 Total Volume 0 648 191 839 572 0 161 733 353 418 0 771 0 0 0 0 2343 % App. Total 0 77.2 22.8 78 0 22 45.8 54.2 0 0 0 0
PHF .000 .885 .868 .900 .894 .000 .759 .907 .910 .836 .000 .905 .000 .000 .000 .000 .973 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 01_SNM_N Ran_78W AM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 2
City of San Marcos
N/S: N Rancho Santa Fe Road
E/W: SR-78 Westbound Ramps
Weather: Clear
N Rancho Santa Fe Road
SR-78 Westbound On Ramp
SR-78 Westbound Off Ramp
N Rancho Santa Fe Road
Right
191
Thru
648
Left
0 Out In Total
579 839 1418
Right
161
Thru
0 Left
572
Out Total In
0 733 733
Left
353
Thru
418
Right
0 Out In Total
1220 771 1991
Left
0 Thru
0 Right
0 Total Out In
544 0 544
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:00 AM 07:45 AM 07:00 AM
+0 mins. 0 183 50 233 147 0 49 196 90 123 0 213 0 0 0 0 +15 mins. 0 135 55 190 149 0 34 183 87 125 0 212 0 0 0 0 +30 mins. 0 177 50 227 160 0 42 202 98 108 0 206 0 0 0 0 +45 mins. 0 153 36 189 130 0 32 162 110 106 0 216 0 0 0 0 Total Volume 0 648 191 839 586 0 157 743 385 462 0 847 0 0 0 0 % App. Total 0 77.2 22.8 78.9 0 21.1 45.5 54.5 0 0 0 0
PHF .000 .885 .868 .900 .916 .000 .801 .920 .875 .924 .000 .980 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
File Name : 01_SNM_N Ran_78W PM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 1
City of San Marcos
N/S: N Rancho Santa Fe Road
E/W: SR-78 Westbound Ramps
Weather: Clear
Groups Printed- Total Volume
N Rancho Santa Fe Road
Southbound
SR-78 Westbound Off
Ramp
Westbound
N Rancho Santa Fe Road
Northbound
SR-78 Westbound On
Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 80 44 124 88 2 65 155 136 157 0 293 0 0 0 0 572 04:15 PM 0 98 33 131 60 2 47 109 126 164 0 290 0 0 0 0 530 04:30 PM 0 117 54 171 91 0 68 159 103 170 0 273 0 0 0 0 603 04:45 PM 0 88 41 129 76 1 42 119 155 177 0 332 0 0 0 0 580 Total 0 383 172 555 315 5 222 542 520 668 0 1188 0 0 0 0 2285 05:00 PM 0 138 68 206 87 6 53 146 151 151 0 302 0 0 0 0 654 05:15 PM 0 89 37 126 65 17 50 132 147 204 0 351 0 0 0 0 609 05:30 PM 0 122 31 153 59 21 60 140 103 179 0 282 0 0 0 0 575 05:45 PM 0 90 49 139 65 11 51 127 106 147 0 253 0 0 0 0 519 Total 0 439 185 624 276 55 214 545 507 681 0 1188 0 0 0 0 2357 Grand Total 0 822 357 1179 591 60 436 1087 1027 1349 0 2376 0 0 0 0 4642 Apprch % 0 69.7 30.3 54.4 5.5 40.1 43.2 56.8 0 0 0 0
Total % 0 17.7 7.7 25.4 12.7 1.3 9.4 23.4 22.1 29.1 0 51.2 0 0 0 0 N Rancho Santa Fe Road
Southbound
SR-78 Westbound Off
Ramp
Westbound
N Rancho Santa Fe Road
Northbound
SR-78 Westbound On
Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 117 54 171 91 0 68 159 103 170 0 273 0 0 0 0 603 04:45 PM 0 88 41 129 76 1 42 119 155 177 0 332 0 0 0 0 580 05:00 PM 0 138 68 206 87 6 53 146 151 151 0 302 0 0 0 0 654 05:15 PM 0 89 37 126 65 17 50 132 147 204 0 351 0 0 0 0 609 Total Volume 0 432 200 632 319 24 213 556 556 702 0 1258 0 0 0 0 2446 % App. Total 0 68.4 31.6 57.4 4.3 38.3 44.2 55.8 0 0 0 0 PHF .000 .783 .735 .767 .876 .353 .783 .874 .897 .860 .000 .896 .000 .000 .000 .000 .935 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 01_SNM_N Ran_78W PM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 2
City of San Marcos
N/S: N Rancho Santa Fe Road
E/W: SR-78 Westbound Ramps
Weather: Clear
N Rancho Santa Fe Road
SR-78 Westbound On Ramp
SR-78 Westbound Off Ramp
N Rancho Santa Fe Road
Right
200
Thru
432
Left
0 Out In Total
915 632 1547
Right
213
Thru
24 Left
319
Out Total In
0 556 556
Left
556
Thru
702
Right
0 Out In Total
751 1258 2009
Left
0 Thru
0 Right
0 Total Out In
780 0 780
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:30 PM 04:45 PM 04:00 PM
+0 mins. 0 98 33 131 91 0 68 159 155 177 0 332 0 0 0 0
+15 mins. 0 117 54 171 76 1 42 119 151 151 0 302 0 0 0 0 +30 mins. 0 88 41 129 87 6 53 146 147 204 0 351 0 0 0 0 +45 mins. 0 138 68 206 65 17 50 132 103 179 0 282 0 0 0 0 Total Volume 0 441 196 637 319 24 213 556 556 711 0 1267 0 0 0 0 % App. Total 0 69.2 30.8 57.4 4.3 38.3 43.9 56.1 0 0 0 0 PHF .000 .799 .721 .773 .876 .353 .783 .874 .897 .871 .000 .902 .000 .000 .000 .000 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
Location: Date: 3/9/2023
N/S: Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
N Rancho Santa Fe Road SR‐78 WB Ramps N Rancho Santa Fe Road SR‐78 WB Ramps Pedestrians Pedestrians Pedestrians Pedestrians
0004 4
0000 0
0100 1
0003 3
1103 5
0000 0
0001 1
0000 0
1 2 0 11 14
North Leg East Leg South Leg West Leg
N Rancho Santa Fe Road SR‐78 WB Ramps N Rancho Santa Fe Road SR‐78 WB Ramps Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0200 2
1100 2
0010 1
0100 1
1410 6
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
N Rancho Santa Fe Road
SR‐78 WB Ramps

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 3/9/2023
N/S: Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
010000000000 1
000000010000 1
010000000000 1
030000000000 3
020000000000 2
010000000000 1
000000010000 1
0 8 0 0 0 0 0 2 0 0 0 0 10
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000001010000 2
000000000000 0
000000010000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000001020000 3
SR‐78 WB Ramps
TOTAL VOLUMES:

N Rancho Santa Fe Road SR‐78 WB Ramps N Rancho Santa Fe Road SR‐78 WB Ramps Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
N Rancho Santa Fe Road SR‐78 WB Ramps N Rancho Santa Fe Road Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
SR‐78 WB Ramps
N Rancho Santa Fe Road
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 02_SNM_Ran_78E AM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 1
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: SR-78 Eastbound Ramps
Weather: Clear
Groups Printed- Total Volume
N Rancho Santa Fe Road
Southbound
SR-78 Eastbound On Ramp
Westbound
S Rancho Santa Fe Road
Northbound
SR-78 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 43 222 0 265 0 0 0 0 0 117 111 228 29 0 93 122 615 07:15 AM 76 246 0 322 0 0 0 0 0 135 118 253 24 1 104 129 704 07:30 AM 62 249 0 311 0 0 0 0 0 153 109 262 37 0 105 142 715 07:45 AM 47 249 0 296 0 0 0 0 0 164 110 274 41 1 119 161 731 Total 228 966 0 1194 0 0 0 0 0 569 448 1017 131 2 421 554 2765 08:00 AM 43 257 0 300 0 0 0 0 0 176 123 299 38 2 128 168 767 08:15 AM 38 190 0 228 0 0 0 0 0 153 138 291 35 0 118 153 672 08:30 AM 56 222 0 278 0 0 0 0 0 182 120 302 34 0 120 154 734 08:45 AM 59 192 0 251 0 0 0 0 0 154 99 253 31 0 116 147 651 Total 196 861 0 1057 0 0 0 0 0 665 480 1145 138 2 482 622 2824 Grand Total 424 1827 0 2251 0 0 0 0 0 1234 928 2162 269 4 903 1176 5589 Apprch % 18.8 81.2 0 0 0 0 0 57.1 42.9 22.9 0.3 76.8
Total % 7.6 32.7 0 40.3 0 0 0 0 0 22.1 16.6 38.7 4.8 0.1 16.2 21 N Rancho Santa Fe Road
Southbound
SR-78 Eastbound On Ramp
Westbound
S Rancho Santa Fe Road
Northbound
SR-78 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 76 246 0 322 0 0 0 0 0 135 118 253 24 1 104 129 704 07:30 AM 62 249 0 311 0 0 0 0 0 153 109 262 37 0 105 142 715 07:45 AM 47 249 0 296 0 0 0 0 0 164 110 274 41 1 119 161 731 08:00 AM 43 257 0 300 0 0 0 0 0 176 123 299 38 2 128 168 767 Total Volume 228 1001 0 1229 0 0 0 0 0 628 460 1088 140 4 456 600 2917 % App. Total 18.6 81.4 0 0 0 0 0 57.7 42.3 23.3 0.7 76
PHF .750 .974 .000 .954 .000 .000 .000 .000 .000 .892 .935 .910 .854 .500 .891 .893 .951 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_SNM_Ran_78E AM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 2
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: SR-78 Eastbound Ramps
Weather: Clear
N Rancho Santa Fe Road
SR-78 Eastbound Off Ramp
SR-78 Eastbound On Ramp
S Rancho Santa Fe Road
Right
0 Thru
1001
Left
228
Out In Total
768 1229 1997
Right
0 Thru
0 Left
0 Out Total In
692 0 692
Left
0 Thru
628
Right
460
Out In Total
1457 1088 2545
Left
140
Thru
4 Right
456
Total Out In
0 600 600
Peak Hour Begins at 07:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:00 AM 07:45 AM 07:45 AM
+0 mins. 76 246 0 322 0 0 0 0 0 164 110 274 41 1 119 161 +15 mins. 62 249 0 311 0 0 0 0 0 176 123 299 38 2 128 168 +30 mins. 47 249 0 296 0 0 0 0 0 153 138 291 35 0 118 153 +45 mins. 43 257 0 300 0 0 0 0 0 182 120 302 34 0 120 154 Total Volume 228 1001 0 1229 0 0 0 0 0 675 491 1166 148 3 485 636 % App. Total 18.6 81.4 0 0 0 0 0 57.9 42.1 23.3 0.5 76.3 PHF .750 .974 .000 .954 .000 .000 .000 .000 .000 .927 .889 .965 .902 .375 .947 .946 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
File Name : 02_SNM_Ran_78E PM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 1
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: SR-78 Eastbound Ramps
Weather: Clear
Groups Printed- Total Volume
N Rancho Santa Fe Road
Southbound
SR-78 Eastbound On Ramp
Westbound
S Rancho Santa Fe Road
Northbound
SR-78 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 21 172 0 193 0 0 0 0 0 254 126 380 46 0 85 131 704 04:15 PM 19 122 0 141 0 0 0 0 0 230 107 337 57 2 88 147 625 04:30 PM 24 192 0 216 0 0 0 0 0 226 116 342 53 4 75 132 690 04:45 PM 29 133 0 162 0 0 0 0 0 241 128 369 52 0 95 147 678 Total 93 619 0 712 0 0 0 0 0 951 477 1428 208 6 343 557 2697 05:00 PM 29 179 0 208 0 0 0 0 0 232 121 353 64 0 89 153 714 05:15 PM 20 130 0 150 0 0 0 0 0 278 117 395 75 0 99 174 719 05:30 PM 30 143 0 173 0 0 0 0 0 200 100 300 82 0 122 204 677 05:45 PM 33 123 0 156 0 0 0 0 0 214 100 314 47 1 109 157 627 Total 112 575 0 687 0 0 0 0 0 924 438 1362 268 1 419 688 2737 Grand Total 205 1194 0 1399 0 0 0 0 0 1875 915 2790 476 7 762 1245 5434 Apprch % 14.7 85.3 0 0 0 0 0 67.2 32.8 38.2 0.6 61.2
Total % 3.8 22 0 25.7 0 0 0 0 0 34.5 16.8 51.3 8.8 0.1 14 22.9 N Rancho Santa Fe Road
Southbound
SR-78 Eastbound On Ramp
Westbound
S Rancho Santa Fe Road
Northbound
SR-78 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 24 192 0 216 0 0 0 0 0 226 116 342 53 4 75 132 690 04:45 PM 29 133 0 162 0 0 0 0 0 241 128 369 52 0 95 147 678 05:00 PM 29 179 0 208 0 0 0 0 0 232 121 353 64 0 89 153 714 05:15 PM 20 130 0 150 0 0 0 0 0 278 117 395 75 0 99 174 719 Total Volume 102 634 0 736 0 0 0 0 0 977 482 1459 244 4 358 606 2801 % App. Total 13.9 86.1 0 0 0 0 0 67 33 40.3 0.7 59.1
PHF .879 .826 .000 .852 .000 .000 .000 .000 .000 .879 .941 .923 .813 .250 .904 .871 .974 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_SNM_Ran_78E PM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 2
City of San Marcos
N/S: Rancho Santa Fe Road
E/W: SR-78 Eastbound Ramps
Weather: Clear
N Rancho Santa Fe Road
SR-78 Eastbound Off Ramp
SR-78 Eastbound On Ramp
S Rancho Santa Fe Road
Right
0 Thru
634
Left
102
Out In Total
1221 736 1957
Right
0 Thru
0 Left
0 Out Total In
588 0 588
Left
0 Thru
977
Right
482
Out In Total
992 1459 2451
Left
244
Thru
4 Right
358
Total Out In
0 606 606
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:00 PM 04:30 PM 05:00 PM
+0 mins. 24 192 0 216 0 0 0 0 0 226 116 342 64 0 89 153 +15 mins. 29 133 0 162 0 0 0 0 0 241 128 369 75 0 99 174 +30 mins. 29 179 0 208 0 0 0 0 0 232 121 353 82 0 122 204 +45 mins. 20 130 0 150 0 0 0 0 0 278 117 395 47 1 109 157 Total Volume 102 634 0 736 0 0 0 0 0 977 482 1459 268 1 419 688 % App. Total 13.9 86.1 0 0 0 0 0 67 33 39 0.1 60.9
PHF .879 .826 .000 .852 .000 .000 .000 .000 .000 .879 .941 .923 .817 .250 .859 .843 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
Location: Date: 3/9/2023
N/S: Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
N Rancho Santa Fe Rd SR‐78 EB Ramps S Rancho Santa Fe Rd SR‐78 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians
0003 3
0102 3
0003 3
0008 8
0104 5
0001 1
0001 1
0000 0
0 2 0 22 24
North Leg East Leg South Leg West Leg
N Rancho Santa Fe Rd SR‐78 EB Ramps S Rancho Santa Fe Rd SR‐78 EB Ramps Pedestrians Pedestrians Pedestrians Pedestrians
0206 8
0001 1
0007 7
0103 4
0103 4
0107 8
0501 6
0103 4
0 11 0 31 42
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
Rancho Santa Fe Road
SR‐78 EB Ramps

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 3/9/2023
N/S: Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
010000010000 2
000000000000 0
010000000000 1
030000000000 3
020000000000 2
010000000000 1
000000010000 1
0 8 0 0 0 0 0 2 0 0 0 0 10
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
100000010000 2
000000002000 2
000000010000 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
100000022000 5
SR‐78 EB Ramps
TOTAL VOLUMES:

N Rancho Santa Fe Rd SR‐78 EB Ramps S Rancho Santa Fe Rd SR‐78 EB Ramps Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
N Rancho Santa Fe Rd SR‐78 EB Ramps S Rancho Santa Fe Rd Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
SR‐78 EB Ramps
Rancho Santa Fe Road
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
File Name : 04_SNM_La P_Des AM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 1
City of San Marcos
N/S: N Las Posas Road
E/W: Descanso Avenue
Weather: Clear
Groups Printed- Total Volume
N Las Posas Road
Southbound
Furniture Row
Westbound
N Las Posas Road
Northbound
Descanso Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 202 7 213 35 2 6 43 23 138 28 189 2 4 15 21 466 07:15 AM 1 193 6 200 29 8 5 42 23 152 39 214 0 8 32 40 496 07:30 AM 1 289 4 294 34 2 6 42 9 165 26 200 2 6 31 39 575 07:45 AM 3 301 6 310 57 9 7 73 26 227 33 286 3 4 24 31 700 Total 9 985 23 1017 155 21 24 200 81 682 126 889 7 22 102 131 2237 08:00 AM 1 291 1 293 40 4 2 46 19 193 40 252 2 4 26 32 623 08:15 AM 3 291 8 302 38 3 5 46 15 180 42 237 5 8 30 43 628 08:30 AM 7 234 9 250 48 6 2 56 16 164 44 224 3 9 29 41 571 08:45 AM 3 227 5 235 45 3 4 52 13 170 37 220 6 9 17 32 539 Total 14 1043 23 1080 171 16 13 200 63 707 163 933 16 30 102 148 2361 Grand Total 23 2028 46 2097 326 37 37 400 144 1389 289 1822 23 52 204 279 4598 Apprch % 1.1 96.7 2.2 81.5 9.2 9.2 7.9 76.2 15.9 8.2 18.6 73.1 Total % 0.5 44.1 1 45.6 7.1 0.8 0.8 8.7 3.1 30.2 6.3 39.6 0.5 1.1 4.4 6.1 N Las Posas Road
Southbound
Furniture Row
Westbound
N Las Posas Road
Northbound
Descanso Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 1 289 4 294 34 2 6 42 9 165 26 200 2 6 31 39 575 07:45 AM 3 301 6 310 57 9 7 73 26 227 33 286 3 4 24 31 700 08:00 AM 1 291 1 293 40 4 2 46 19 193 40 252 2 4 26 32 623 08:15 AM 3 291 8 302 38 3 5 46 15 180 42 237 5 8 30 43 628 Total Volume 8 1172 19 1199 169 18 20 207 69 765 141 975 12 22 111 145 2526 % App. Total 0.7 97.7 1.6 81.6 8.7 9.7 7.1 78.5 14.5 8.3 15.2 76.6 PHF .667 .973 .594 .967 .741 .500 .714 .709 .663 .843 .839 .852 .600 .688 .895 .843 .902 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 04_SNM_La P_Des AM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 2
City of San Marcos
N/S: N Las Posas Road
E/W: Descanso Avenue
Weather: Clear
N Las Posas Road
Descanso Avenue
Furniture Row
N Las Posas Road
Right
19 Thru
1172
Left
8 Out In Total
797 1199 1996
Right
20 Thru
18 Left
169
Out Total In
171 207 378
Left
69 Thru
765
Right
141
Out In Total
1452 975 2427
Left
12 Thru
22 Right
111
Total Out In
106 145 251
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 07:45 AM 08:00 AM
+0 mins. 1 289 4 294 57 9 7 73 26 227 33 286 2 4 26 32
+15 mins. 3 301 6 310 40 4 2 46 19 193 40 252 5 8 30 43 +30 mins. 1 291 1 293 38 3 5 46 15 180 42 237 3 9 29 41 +45 mins. 3 291 8 302 48 6 2 56 16 164 44 224 6 9 17 32 Total Volume 8 1172 19 1199 183 22 16 221 76 764 159 999 16 30 102 148 % App. Total 0.7 97.7 1.6 82.8 10 7.2 7.6 76.5 15.9 10.8 20.3 68.9 PHF .667 .973 .594 .967 .803 .611 .571 .757 .731 .841 .903 .873 .667 .833 .850 .860 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
File Name : 04_SNM_La P_Des PM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 1
City of San Marcos
N/S: N Las Posas Road
E/W: Descanso Avenue
Weather: Clear
Groups Printed- Total Volume
N Las Posas Road
Southbound
Furniture Row
Westbound
N Las Posas Road
Northbound
Descanso Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 3 238 14 255 54 8 6 68 22 325 56 403 5 10 41 56 782 04:15 PM 7 234 8 249 33 5 6 44 14 311 56 381 9 19 27 55 729 04:30 PM 4 237 13 254 30 5 12 47 24 349 49 422 5 20 22 47 770 04:45 PM 4 236 4 244 37 7 8 52 19 331 60 410 5 13 19 37 743 Total 18 945 39 1002 154 25 32 211 79 1316 221 1616 24 62 109 195 3024 05:00 PM 5 234 9 248 45 4 13 62 21 357 54 432 7 9 33 49 791 05:15 PM 2 238 9 249 45 9 8 62 19 367 62 448 7 6 24 37 796 05:30 PM 6 257 6 269 46 8 10 64 7 364 65 436 2 8 16 26 795 05:45 PM 7 227 12 246 47 8 8 63 8 353 70 431 2 13 22 37 777 Total 20 956 36 1012 183 29 39 251 55 1441 251 1747 18 36 95 149 3159 Grand Total 38 1901 75 2014 337 54 71 462 134 2757 472 3363 42 98 204 344 6183 Apprch % 1.9 94.4 3.7 72.9 11.7 15.4 4 82 14 12.2 28.5 59.3 Total % 0.6 30.7 1.2 32.6 5.5 0.9 1.1 7.5 2.2 44.6 7.6 54.4 0.7 1.6 3.3 5.6 N Las Posas Road
Southbound
Furniture Row
Westbound
N Las Posas Road
Northbound
Descanso Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 5 234 9 248 45 4 13 62 21 357 54 432 7 9 33 49 791 05:15 PM 2 238 9 249 45 9 8 62 19 367 62 448 7 6 24 37 796 05:30 PM 6 257 6 269 46 8 10 64 7 364 65 436 2 8 16 26 795 05:45 PM 7 227 12 246 47 8 8 63 8 353 70 431 2 13 22 37 777 Total Volume 20 956 36 1012 183 29 39 251 55 1441 251 1747 18 36 95 149 3159 % App. Total 2 94.5 3.6 72.9 11.6 15.5 3.1 82.5 14.4 12.1 24.2 63.8 PHF .714 .930 .750 .941 .973 .806 .750 .980 .655 .982 .896 .975 .643 .692 .720 .760 .992 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 04_SNM_La P_Des PM
Site Code : 22923233
Start Date : 3/9/2023
Page No : 2
City of San Marcos
N/S: N Las Posas Road
E/W: Descanso Avenue
Weather: Clear
N Las Posas Road
Descanso Avenue
Furniture Row
N Las Posas Road
Right
36 Thru
956
Left
20 Out In Total
1498 1012 2510
Right
39 Thru
29 Left
183
Out Total In
307 251 558
Left
55 Thru
1441
Right
251
Out In Total
1234 1747 2981
Left
18 Thru
36 Right
95 Total Out In
120 149 269
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 04:00 PM
+0 mins. 5 234 9 248 45 4 13 62 21 357 54 432 5 10 41 56 +15 mins. 2 238 9 249 45 9 8 62 19 367 62 448 9 19 27 55 +30 mins. 6 257 6 269 46 8 10 64 7 364 65 436 5 20 22 47 +45 mins. 7 227 12 246 47 8 8 63 8 353 70 431 5 13 19 37 Total Volume 20 956 36 1012 183 29 39 251 55 1441 251 1747 24 62 109 195 % App. Total 2 94.5 3.6 72.9 11.6 15.5 3.1 82.5 14.4 12.3 31.8 55.9 PHF .714 .930 .750 .941 .973 .806 .750 .980 .655 .982 .896 .975 .667 .775 .665 .871 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
I
I
I I
I I

I I I I
◄ I l I ►
n - ..... -
- _j' .....
- -
-
n -
-----. I
◄--
~ -
n + - -
T
-
-
..... ◄ ►
I I
--~ L_J
Location: Date: 3/9/2023
N/S: Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
N Las Posas Road Furniture Row N Las Posas Road Descanso Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0001 1
0000 0
0200 2
0000 0
0000 0
0000 0
0000 0
0300 3
0 5 0 16
North Leg East Leg South Leg West Leg
N Las Posas Road Furniture Row N Las Posas Road Descanso Avenue Pedestrians Pedestrians Pedestrians Pedestrians
0301 4
0400 4
0200 2
0010 1
0100 1
0300 3
0100 1
0000 0
014 1 116
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
San Marcos
N Las Posas Road
Descanso Ave/Furniture Row

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Location: Date: 3/9/2023
N/S: Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
020100000000 3
010000010000 2
020000000000 2
010000010000 2
010000010000 2
000000000001 1
000000000000 0
0 7 0 1 0 0 0 3 0 0 0 1 12
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000020000 2
010000010000 2
010000001000 2
000000010000 1
000000010000 1
010000010000 2
010000000000 1
000000010000 1
0 4 0 0 0 0 0 7 1 0 0 0 12
Descanso Avenue
TOTAL VOLUMES:

N Las Posas Road Furniture Row N Las Posas Road Descanso Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
N Las Posas Road Furniture Row N Las Posas Road
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Descanso Ave/Furniture Row
N Las Posas Road
San Marcos

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
Capalina Development
Local Transportation Analysis
Appendix D - LOS Calculation Worksheets –
Existing Conditions
C R
HCM 6th Signalized Intersection Summary Existing Conditions 1: N Rancho Santa Fe & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 502 256 152 335 218 140
Future Volume (veh/h) 0 502 256 152 335 218 140
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 540 219 163 360 234 106
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 962 413 278 1916 613 930
Arrive On Green 0.27 0.27 0.16 0.54 0.18 0.18
Sat Flow, veh/h 3647 1525 1781 3647 3456 2790
Grp Volume(v), veh/h 540 219 163 360 234 106
Grp Sat Flow(s),veh/h/ln 1777 1525 1781 1777 1728 1395
Q Serve(g_s), s 5.8 5.4 3.8 2.3 2.7 1.2
Cycle Q Clear(g_c), s 5.8 5.4 3.8 2.3 2.7 1.2
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 962 413 278 1916 613 930
V/C Ratio(X) 0.56 0.53 0.59 0.19 0.38 0.11
Avail Cap(c_a), veh/h 3031 1301 722 4071 2838 2726
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 13.9 13.8 17.4 5.3 16.1 10.3
Incr Delay (d2), s/veh 0.4 0.8 0.7 0.0 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 1.5 1.3 0.5 0.9 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.3 14.6 18.2 5.3 16.3 10.3
LnGrp LOS B B B A B B
Approach Vol, veh/h 759 523 340
Approach Delay, s/veh 14.4 9.3 14.4
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 30.1 11.9 18.1 14.4
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 18.0 * 38 36.5
Max Q Clear Time (g_c+I1), s 4.3 5.8 7.8 4.7
Green Ext Time (p_c), s 1.9 0.2 3.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Existing Conditions 2: N Pacific St & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 561 48 0 528 0 42
Future Volume (vph) 561 48 0 528 0 42
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 0.99 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3488 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3488 3539 1611
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph) 660 56 0 621 0 49
RTOR Reduction (vph) 4 0 0 0 0 45
Lane Group Flow (vph) 712 0 0 621 0 4
Confl. Peds. (#/hr) 8
Confl. Bikes (#/hr) 5
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 33.0 26.2 5.0
Effective Green, g (s) 33.0 26.2 5.0
Actuated g/C Ratio 0.53 0.42 0.08
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1832 1476 128
v/s Ratio Prot c0.20 0.18 c0.00
v/s Ratio Perm
v/c Ratio 0.39 0.42 0.03
Uniform Delay, d1 8.9 12.9 26.7
Progression Factor 1.00 0.22 1.00
Incremental Delay, d2 0.1 0.2 0.1
Delay (s) 9.0 3.0 26.8
Level of Service A A C
Approach Delay (s) 9.0 3.0 26.8
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 7.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 62.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Existing Conditions 3: W Mission Rd & N Pacific St AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 18 490 475 27 70 39
Future Volume (vph) 18 490 475 27 70 39
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3504 1770 1555
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3504 1770 1555
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 20 551 534 30 79 44
RTOR Reduction (vph) 0 0 3 0 0 38
Lane Group Flow (vph) 20 551 561 0 79 6
Confl. Peds. (#/hr) 10 8
Confl. Bikes (#/hr) 5
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 0.9 33.0 26.2 8.6 8.6
Effective Green, g (s) 0.9 33.0 26.2 8.6 8.6
Actuated g/C Ratio 0.01 0.53 0.42 0.14 0.14
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 25 1859 1461 242 212
v/s Ratio Prot 0.01 c0.16 c0.16 c0.04
v/s Ratio Perm 0.00
v/c Ratio 0.80 0.30 0.38 0.33 0.03
Uniform Delay, d1 30.9 8.4 12.7 24.5 23.5
Progression Factor 1.44 0.18 1.00 1.00 1.00
Incremental Delay, d2 93.4 0.1 0.2 0.6 0.0
Delay (s) 137.8 1.6 12.9 25.1 23.5
Level of Service F A B C C
Approach Delay (s) 6.4 12.9 24.5
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 11.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 62.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing Conditions 4: N Rancho Santa Fe & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 26 229 95 17 28 175 333 117 12 399 19 Future Volume (veh/h) 10 26 229 95 17 28 175 333 117 12 399 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 27 193 100 18 23 184 351 110 13 420 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 25 391 320 128 500 421 234 914 281 40 819 35 Arrive On Green 0.01 0.21 0.21 0.07 0.27 0.27 0.13 0.35 0.35 0.02 0.24 0.24 Sat Flow, veh/h 1781 1870 1529 1781 1870 1576 1781 2649 815 1781 3462 148 Grp Volume(v), veh/h 11 27 193 100 18 23 184 233 228 13 215 223 Grp Sat Flow(s),veh/h/ln1781 1870 1529 1781 1870 1576 1781 1777 1687 1781 1777 1833 Q Serve(g_s), s 0.4 0.8 7.4 3.6 0.5 0.7 6.5 6.5 6.7 0.5 6.8 6.9 Cycle Q Clear(g_c), s 0.4 0.8 7.4 3.6 0.5 0.7 6.5 6.5 6.7 0.5 6.8 6.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.48 1.00 0.08
Lane Grp Cap(c), veh/h 25 391 320 128 500 421 234 613 582 40 420 433 V/C Ratio(X) 0.45 0.07 0.60 0.78 0.04 0.05 0.79 0.38 0.39 0.32 0.51 0.51 Avail Cap(c_a), veh/h 137 861 704 137 861 725 246 613 582 191 493 509 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 20.7 23.3 29.7 17.7 17.8 27.4 16.1 16.2 31.4 21.6 21.6 Incr Delay (d2), s/veh 12.1 0.1 1.8 23.5 0.0 0.1 15.0 0.4 0.4 4.6 1.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 2.6 2.3 0.2 0.2 3.5 2.4 2.3 0.2 2.7 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.0 20.7 25.2 53.3 17.7 17.8 42.4 16.5 16.6 35.9 22.6 22.6 LnGrp LOS D C C D B B D B B D C C
Approach Vol, veh/h 231 141 645 451
Approach Delay, s/veh 25.5 42.9 23.9 23.0
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.5 28.9 8.7 20.1 14.5 21.8 4.9 23.9 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.1 5.0 30.0 9.0 18.1 5.0 30.0 Max Q Clear Time (g_c+I1), s2.5 8.7 5.6 9.4 8.5 8.9 2.4 2.7 Green Ext Time (p_c), s 0.0 2.0 0.0 0.8 0.0 1.6 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
HCM 6th TWSC Existing Conditions
5: N Pacific St & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 6.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 33 5 98 3 4 0 60 12 2 0 49 0
Future Vol, veh/h 33 5 98 3 4 0 60 12 2 0 49 0
Conflicting Peds, #/hr 0 0 0 0 0 4 0 0 3 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 6 114 3 5 0 70 14 2 0 57 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 220 217 58 275 216 22 58 0 0 19 0 0 Stage 1 58 58 - 158 158 - - - - - - -
Stage 2 162 159 - 117 58 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 736 681 1008 677 682 1055 1546 - - 1597 - - Stage 1 954 847 - 844 767 - - - - - - -
Stage 2 840 766 - 888 847 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 704 648 1007 574 649 1048 1545 - - 1592 - - Mov Cap-2 Maneuver 704 648 - 574 649 - - - - - - -
Stage 1 910 846 - 803 730 - - - - - - -
Stage 2 794 729 - 782 846 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 9.5 10.9 6 0

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1545 - - 704 981 615 1592 - -
HCM Lane V/C Ratio 0.045 - - 0.055 0.122 0.013 - - -
HCM Control Delay (s) 7.4 - - 10.4 9.2 10.9 0 - -
HCM Lane LOS A - - B A B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.2 0.4 0 0 - -
"i f+
HCM 6th Signalized Intersection Summary Existing Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 572 0 161 353 418 0 0 648 191 Future Volume (veh/h) 0 0 0 572 0 161 353 418 0 0 648 191 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 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 370 308 150 364 431 0 0 668 158
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 544 363 177 401 2158 0 0 1238 538
Arrive On Green 0.31 0.31 0.31 0.15 0.41 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1781 1187 578 1781 3647 0 0 3647 1543
Grp Volume(v), veh/h 370 0 458 364 431 0 0 668 158
Grp Sat Flow(s),veh/h/ln 1781 0 1766 1781 1777 0 0 1777 1543 Q Serve(g_s), s 25.5 0.0 34.1 28.1 11.0 0.0 0.0 21.1 10.4 Cycle Q Clear(g_c), s 25.5 0.0 34.1 28.1 11.0 0.0 0.0 21.1 10.4 Prop In Lane 1.00 0.33 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 544 0 540 401 2158 0 0 1238 538
V/C Ratio(X) 0.68 0.00 0.85 0.91 0.20 0.00 0.00 0.54 0.29 Avail Cap(c_a), veh/h 789 0 782 471 2158 0 0 1238 538
HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.95 0.95 0.00 0.00 0.82 0.82 Uniform Delay (d), s/veh 42.6 0.0 45.6 58.0 19.6 0.0 0.0 36.6 33.1 Incr Delay (d2), s/veh 2.1 0.0 7.2 21.0 0.2 0.0 0.0 1.4 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.0 16.0 15.3 4.8 0.0 0.0 9.3 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 0.0 52.8 79.0 19.8 0.0 0.0 38.0 34.2 LnGrp LOS D A D E B A A D C
Approach Vol, veh/h 828 795 826
Approach Delay, s/veh 49.2 46.9 37.3
Approach LOS D D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 91.1 36.2 54.9 48.9
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 65.8 * 37 24.1 62.0
Max Q Clear Time (g_c+I1), s 13.0 30.1 23.1 36.1
Green Ext Time (p_c), s 2.9 1.4 0.8 6.7
Intersection Summary
HCM 6th Ctrl Delay 44.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Existing Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampAM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 4 456 0 0 0 1 628 460 228 1001 0 Future Volume (veh/h) 140 4 456 0 0 0 1 628 460 228 1001 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 147 4 336 1 661 387 240 1054 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 256 7 413 1 2076 905 263 2642 0
Arrive On Green 0.15 0.15 0.15 0.00 0.58 0.58 0.30 1.00 0.00 Sat Flow, veh/h 1736 47 2790 1781 3554 1549 1781 3647 0 Grp Volume(v), veh/h 151 0 336 1 661 387 240 1054 0
Grp Sat Flow(s),veh/h/ln 1784 0 1395 1781 1777 1549 1781 1777 0 Q Serve(g_s), s 11.0 0.0 16.3 0.1 13.3 19.4 18.2 0.0 0.0 Cycle Q Clear(g_c), s 11.0 0.0 16.3 0.1 13.3 19.4 18.2 0.0 0.0 Prop In Lane 0.97 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 263 0 413 1 2076 905 263 2642 0
V/C Ratio(X) 0.57 0.00 0.81 0.79 0.32 0.43 0.91 0.40 0.00 Avail Cap(c_a), veh/h 548 0 858 25 2076 905 305 2642 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.71 0.71 0.00 Uniform Delay (d), s/veh 55.6 0.0 57.8 69.9 14.9 16.1 48.4 0.0 0.0 Incr Delay (d2), s/veh 2.0 0.0 4.0 157.6 0.4 1.5 24.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 12.3 0.1 5.3 7.0 8.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.6 0.0 61.7 227.6 15.3 17.6 72.5 0.3 0.0 LnGrp LOS E A E F B B E A A
Approach Vol, veh/h 487 1049 1294
Approach Delay, s/veh 60.5 16.3 13.7
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s 25.4 87.9 26.7 3.1 110.2
Change Period (Y+Rc), s * 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s * 24 56.1 43.0 2.0 79.8
Max Q Clear Time (g_c+I1), s 20.2 21.4 18.3 2.1 2.0
Green Ext Time (p_c), s 0.5 13.7 2.3 0.0 9.3
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4 .,,.,,
HCM 6th Signalized Intersection Summary Existing Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 22 111 169 18 20 69 765 141 8 1172 19 Future Volume (veh/h) 12 22 111 169 18 20 69 765 141 8 1172 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 24 99 188 20 20 77 850 141 9 1302 19 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 57 105 139 310 77 77 110 2404 396 28 2620 38 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.06 0.55 0.55 0.02 0.51 0.51 Sat Flow, veh/h 646 1192 1585 3456 858 858 1781 4396 724 1781 5183 76 Grp Volume(v), veh/h 37 0 99 188 0 40 77 657 334 9 855 466 Grp Sat Flow(s),veh/h/ln1838 0 1585 1728 0 1716 1781 1702 1717 1781 1702 1854 Q Serve(g_s), s 1.9 0.0 6.1 5.2 0.0 2.2 4.2 10.8 11.0 0.5 16.6 16.6 Cycle Q Clear(g_c), s 1.9 0.0 6.1 5.2 0.0 2.2 4.2 10.8 11.0 0.5 16.6 16.6 Prop In Lane 0.35 1.00 1.00 0.50 1.00 0.42 1.00 0.04
Lane Grp Cap(c), veh/h 162 0 139 310 0 154 110 1861 939 28 1721 937 V/C Ratio(X) 0.23 0.00 0.71 0.61 0.00 0.26 0.70 0.35 0.36 0.33 0.50 0.50 Avail Cap(c_a), veh/h 175 0 151 536 0 266 143 1861 939 134 1721 937 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.4 0.0 44.4 43.8 0.0 42.4 46.0 12.7 12.8 48.7 16.3 16.3 Incr Delay (d2), s/veh 0.7 0.0 13.3 1.9 0.0 0.9 9.9 0.5 1.1 6.7 1.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 2.9 2.3 0.0 1.0 2.1 3.8 4.0 0.3 6.1 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 0.0 57.7 45.7 0.0 43.3 55.9 13.3 13.8 55.4 17.4 18.2 LnGrp LOS D A E D A D E B B E B B
Approach Vol, veh/h 136 228 1068 1330
Approach Delay, s/veh 53.7 45.3 16.5 17.9
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.0 61.2 15.3 12.2 57.0 15.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 42 9.5 8.0 41.5 15.5
Max Q Clear Time (g_c+I1), s2.5 13.0 8.1 6.2 18.6 7.2
Green Ext Time (p_c), s 0.0 20.7 0.1 0.0 8.8 0.5
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
HCM 6th Signalized Intersection Summary Existing Conditions 1: N Rancho Santa Fe & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 702 212 179 420 366 399
Future Volume (veh/h) 0 702 212 179 420 366 399
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 724 176 185 433 377 287
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1184 506 263 2063 580 880
Arrive On Green 0.33 0.33 0.15 0.58 0.17 0.17
Sat Flow, veh/h 3647 1519 1781 3647 3456 2790
Grp Volume(v), veh/h 724 176 185 433 377 287
Grp Sat Flow(s),veh/h/ln 1777 1519 1781 1777 1728 1395
Q Serve(g_s), s 8.5 4.4 4.9 2.9 5.1 3.9
Cycle Q Clear(g_c), s 8.5 4.4 4.9 2.9 5.1 3.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1184 506 263 2063 580 880
V/C Ratio(X) 0.61 0.35 0.70 0.21 0.65 0.33
Avail Cap(c_a), veh/h 2547 1089 711 3611 2518 2445
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 14.0 12.6 20.3 5.0 19.5 13.1
Incr Delay (d2), s/veh 0.4 0.3 1.3 0.0 0.5 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 2.7 1.2 1.9 0.6 1.8 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.4 12.9 21.6 5.1 19.9 13.2
LnGrp LOS B B C A B B
Approach Vol, veh/h 900 618 664
Approach Delay, s/veh 14.1 10.0 17.0
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 35.2 12.4 22.8 14.9
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 20.0 * 36 36.5
Max Q Clear Time (g_c+I1), s 4.9 6.9 10.5 7.1
Green Ext Time (p_c), s 2.3 0.2 4.3 1.3
Intersection Summary
HCM 6th Ctrl Delay 13.8
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Existing Conditions 2: N Pacific St & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1086 27 0 652 0 70
Future Volume (vph) 1086 27 0 652 0 70
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3523 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3523 3539 1611
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 1120 28 0 672 0 72
RTOR Reduction (vph) 1 0 0 0 0 65
Lane Group Flow (vph) 1147 0 0 672 0 7
Confl. Peds. (#/hr) 12
Confl. Bikes (#/hr) 3
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 46.6 36.3 6.9
Effective Green, g (s) 46.6 36.3 6.9
Actuated g/C Ratio 0.61 0.48 0.09
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 2148 1681 145
v/s Ratio Prot c0.33 0.19 c0.00
v/s Ratio Perm
v/c Ratio 0.53 0.40 0.04
Uniform Delay, d1 8.6 13.0 31.7
Progression Factor 1.00 0.26 1.00
Incremental Delay, d2 0.3 0.1 0.1
Delay (s) 8.9 3.5 31.9
Level of Service A A C
Approach Delay (s) 8.9 3.5 31.9
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 7.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 76.4 Sum of lost time (s) 22.1 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Existing Conditions 3: W Mission Rd & N Pacific St PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 49 1120 565 46 35 35
Future Volume (vph) 49 1120 565 46 35 35
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3492 1770 1533
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3492 1770 1533
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 54 1244 628 51 39 39
RTOR Reduction (vph) 0 0 4 0 0 36
Lane Group Flow (vph) 54 1244 675 0 39 3
Confl. Peds. (#/hr) 2 22
Confl. Bikes (#/hr) 7
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 4.4 46.6 36.3 6.7 6.7
Effective Green, g (s) 4.4 46.6 36.3 6.7 6.7
Actuated g/C Ratio 0.06 0.61 0.48 0.09 0.09
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 101 2158 1659 155 134
v/s Ratio Prot 0.03 c0.35 0.19 c0.02
v/s Ratio Perm 0.00
v/c Ratio 0.53 0.58 0.41 0.25 0.03
Uniform Delay, d1 35.0 9.0 13.0 32.5 31.9
Progression Factor 1.41 0.26 1.00 1.00 1.00
Incremental Delay, d2 4.8 0.3 0.2 0.6 0.1
Delay (s) 54.1 2.7 13.2 33.1 31.9
Level of Service D A B C C
Approach Delay (s) 4.8 13.2 32.5
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 8.6 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 76.4 Sum of lost time (s) 22.1 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Existing Conditions 4: N Rancho Santa Fe & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 25 130 86 27 31 203 731 112 21 354 25 Future Volume (veh/h) 14 25 130 86 27 31 203 731 112 21 354 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 26 108 90 28 26 211 761 106 22 369 23 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 33 406 337 115 492 404 175 961 134 64 834 52 Arrive On Green 0.02 0.22 0.22 0.06 0.26 0.26 0.10 0.31 0.31 0.04 0.25 0.25 Sat Flow, veh/h 1781 1870 1552 1781 1870 1533 1781 3117 434 1781 3392 211 Grp Volume(v), veh/h 15 26 108 90 28 26 211 434 433 22 192 200 Grp Sat Flow(s),veh/h/ln1781 1870 1552 1781 1870 1533 1781 1777 1774 1781 1777 1826 Q Serve(g_s), s 0.5 0.7 3.6 3.0 0.7 0.8 6.0 13.7 13.7 0.7 5.6 5.7 Cycle Q Clear(g_c), s 0.5 0.7 3.6 3.0 0.7 0.8 6.0 13.7 13.7 0.7 5.6 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.12
Lane Grp Cap(c), veh/h 33 406 337 115 492 404 175 548 547 64 437 449 V/C Ratio(X) 0.46 0.06 0.32 0.78 0.06 0.06 1.21 0.79 0.79 0.35 0.44 0.44 Avail Cap(c_a), veh/h 146 917 761 146 917 752 175 584 583 204 613 630 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.7 19.0 20.2 28.2 16.9 16.9 27.6 19.4 19.4 28.8 19.5 19.5 Incr Delay (d2), s/veh 9.6 0.1 0.5 18.9 0.0 0.1 135.1 6.9 7.0 3.2 0.7 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 1.2 1.8 0.3 0.3 8.9 5.9 5.9 0.3 2.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 19.1 20.7 47.1 16.9 17.0 162.6 26.3 26.3 32.0 20.2 20.2 LnGrp LOS D B C D B B F C C C C C
Approach Vol, veh/h 149 144 1078 414
Approach Delay, s/veh 22.3 35.8 53.0 20.8
Approach LOS C D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.2 25.3 8.0 19.8 12.0 21.5 5.1 22.6 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.1 5.0 30.0 6.0 21.1 5.0 30.0 Max Q Clear Time (g_c+I1), s2.7 15.7 5.0 5.6 8.0 7.7 2.5 2.8 Green Ext Time (p_c), s 0.0 2.1 0.0 0.5 0.0 1.7 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 41.6
HCM 6th LOS D
HCM 6th TWSC Existing Conditions
5: N Pacific St & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 7.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 2 71 3 3 2 94 23 3 1 38 2
Future Vol, veh/h 72 2 71 3 3 2 94 23 3 1 38 2
Conflicting Peds, #/hr 0 0 2 0 0 1 0 0 3 0 0 4
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 85 2 84 4 4 2 111 27 4 1 45 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 307 308 52 347 307 33 51 0 0 34 0 0 Stage 1 52 52 - 254 254 - - - - - - -
Stage 2 255 256 - 93 53 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 645 606 1016 607 607 1041 1555 - - 1578 - - Stage 1 961 852 - 750 697 - - - - - - -
Stage 2 749 696 - 914 851 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 602 558 1010 522 559 1037 1549 - - 1573 - - Mov Cap-2 Maneuver 602 558 - 522 559 - - - - - - -
Stage 1 889 848 - 695 645 - - - - - - -
Stage 2 689 644 - 834 847 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.5 11 5.9 0.2

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1549 - - 602 988 613 1573 - -
HCM Lane V/C Ratio 0.071 - - 0.141 0.087 0.015 0.001 - - HCM Control Delay (s) 7.5 - - 12 9 11 7.3 0 -
HCM Lane LOS A - - B A B A A -
HCM 95th %tile Q(veh) 0.2 - - 0.5 0.3 0 0 - -
"i f+
HCM 6th Signalized Intersection Summary Existing Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 319 24 213 556 702 0 0 432 200 Future Volume (veh/h) 0 0 0 319 24 213 556 702 0 0 432 200 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 284 103 204 591 747 0 0 460 170
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 370 116 230 621 2507 0 0 1148 512
Arrive On Green 0.21 0.21 0.21 0.70 1.00 0.00 0.00 0.32 0.32 Sat Flow, veh/h 1781 560 1109 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 284 0 307 591 747 0 0 460 170
Grp Sat Flow(s),veh/h/ln 1781 0 1669 1781 1777 0 0 1777 1585 Q Serve(g_s), s 21.0 0.0 25.0 41.8 0.0 0.0 0.0 14.1 11.4 Cycle Q Clear(g_c), s 21.0 0.0 25.0 41.8 0.0 0.0 0.0 14.1 11.4 Prop In Lane 1.00 0.66 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 370 0 346 621 2507 0 0 1148 512
V/C Ratio(X) 0.77 0.00 0.89 0.95 0.30 0.00 0.00 0.40 0.33 Avail Cap(c_a), veh/h 420 0 393 865 2507 0 0 1148 512
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.87 0.87 0.00 0.00 0.92 0.92 Uniform Delay (d), s/veh 52.3 0.0 53.9 20.1 0.0 0.0 0.0 36.8 35.9 Incr Delay (d2), s/veh 8.3 0.0 20.2 17.9 0.3 0.0 0.0 1.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.3 0.0 12.5 12.0 0.1 0.0 0.0 6.2 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.6 0.0 74.1 38.1 0.3 0.0 0.0 37.8 37.5 LnGrp LOS E A E D A A A D D
Approach Vol, veh/h 591 1338 630
Approach Delay, s/veh 67.6 17.0 37.7
Approach LOS E B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 104.8 53.5 51.3 35.2
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 94.8 * 68 22.1 33.0
Max Q Clear Time (g_c+I1), s 2.0 43.8 16.1 27.0
Green Ext Time (p_c), s 5.7 5.0 3.4 2.0
Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Existing Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampPM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 244 4 358 0 0 0 1 977 482 102 634 0 Future Volume (veh/h) 244 4 358 0 0 0 1 977 482 102 634 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 252 4 258 1 1007 398 105 654 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 302 5 481 1 2256 976 129 2555 0
Arrive On Green 0.17 0.17 0.17 0.00 0.63 0.63 0.15 1.00 0.00 Sat Flow, veh/h 1755 28 2790 1781 3554 1538 1781 3647 0 Grp Volume(v), veh/h 256 0 258 1 1007 398 105 654 0
Grp Sat Flow(s),veh/h/ln 1783 0 1395 1781 1777 1538 1781 1777 0 Q Serve(g_s), s 19.4 0.0 11.8 0.1 20.2 17.9 8.0 0.0 0.0 Cycle Q Clear(g_c), s 19.4 0.0 11.8 0.1 20.2 17.9 8.0 0.0 0.0 Prop In Lane 0.98 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 307 0 481 1 2256 976 129 2555 0
V/C Ratio(X) 0.84 0.00 0.54 0.79 0.45 0.41 0.81 0.26 0.00 Avail Cap(c_a), veh/h 573 0 898 25 2256 976 254 2555 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.73 0.73 0.00 Uniform Delay (d), s/veh 56.0 0.0 52.8 69.9 13.0 12.6 58.9 0.0 0.0 Incr Delay (d2), s/veh 6.0 0.0 0.9 157.6 0.6 1.3 16.9 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.3 0.0 9.2 0.1 7.9 6.2 4.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.0 0.0 53.7 227.6 13.7 13.9 75.8 0.2 0.0 LnGrp LOS E A D F B B E A A
Approach Vol, veh/h 514 1406 759
Approach Delay, s/veh 57.9 13.9 10.6
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s 14.9 95.0 30.2 3.1 106.7
Change Period (Y+Rc), s * 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s * 20 58.1 45.0 2.0 77.8
Max Q Clear Time (g_c+I1), s 10.0 22.2 21.4 2.1 2.0
Green Ext Time (p_c), s 0.3 20.5 2.6 0.0 4.8
Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4 .,,.,,
HCM 6th Signalized Intersection Summary Existing Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 36 95 183 29 39 55 1441 251 20 956 36 Future Volume (veh/h) 18 36 95 183 29 39 55 1441 251 20 956 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 36 77 185 29 35 56 1456 229 20 966 32 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 49 99 127 283 63 76 93 2532 398 52 2809 93
Arrive On Green 0.08 0.08 0.08 0.08 0.08 0.08 0.05 0.57 0.57 0.03 0.55 0.55 Sat Flow, veh/h 613 1226 1579 3456 772 931 1781 4424 695 1781 5072 168 Grp Volume(v), veh/h 54 0 77 185 0 64 56 1120 565 20 648 350 Grp Sat Flow(s),veh/h/ln1840 0 1579 1728 0 1703 1781 1702 1714 1781 1702 1835 Q Serve(g_s), s 3.1 0.0 5.2 5.7 0.0 3.9 3.4 23.1 23.1 1.2 11.5 11.6 Cycle Q Clear(g_c), s 3.1 0.0 5.2 5.7 0.0 3.9 3.4 23.1 23.1 1.2 11.5 11.6 Prop In Lane 0.33 1.00 1.00 0.55 1.00 0.41 1.00 0.09
Lane Grp Cap(c), veh/h 148 0 127 283 0 139 93 1948 981 52 1885 1017 V/C Ratio(X) 0.37 0.00 0.61 0.65 0.00 0.46 0.60 0.57 0.58 0.39 0.34 0.34 Avail Cap(c_a), veh/h 159 0 136 487 0 240 130 1948 981 121 1885 1017 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.9 0.0 48.9 49.0 0.0 48.2 51.0 15.0 15.0 52.4 13.5 13.5 Incr Delay (d2), s/veh 1.5 0.0 6.7 2.6 0.0 2.4 6.1 1.2 2.5 4.6 0.5 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 0.0 2.3 2.6 0.0 1.8 1.6 8.3 8.7 0.6 4.2 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 0.0 55.6 51.6 0.0 50.5 57.2 16.2 17.5 57.1 14.0 14.5 LnGrp LOS D A E D A D E B B E B B
Approach Vol, veh/h 131 249 1741 1018
Approach Delay, s/veh 53.0 51.3 17.9 15.0
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.7 69.5 15.3 11.7 67.4 15.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 52 9.5 8.0 51.5 15.5
Max Q Clear Time (g_c+I1), s3.2 25.1 7.2 5.4 13.6 7.7
Green Ext Time (p_c), s 0.0 25.4 0.1 0.0 7.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 21.1
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
Capalina Development
Local Transportation Analysis
Appendix E - Cumulative Project Information
C R
4 PROJECT TRAFFIC
This section describes the proposed project, forecast trip generation, trip distribution, and assignment of trips on the adjacent roadway network.

4.1 Project Description
The project proposes to construct 89 single-family dwelling units on the 92-acre vacant undeveloped site.

Approximately 28 acres will be developed to construct the proposed project, and the remaining 64 acres will remain undeveloped.

The project will take primary access from an internal private street (Street "A") that will intersect with Las Posas Road. Gated secondary access for emergency vehicles will be provided from Las Posas Road north of Street "A".

4.2 Project Trip Generation
Trip generation rates published by the SAN DAG Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 were applied to the proposed project to determine the traffic generation characteristics of the site.

Table 4-1 summarizes the vehicular trip generation for the project site. As shown in the table, the project would generate approximately 890 average weekday trips, including 71 AM peak hour trips and 89 PM peak hour trips.

Table 4-1
Trip Generation Summary
Notes: DU = dwelling unit
The trip rates for the proposed uses are based on SANDAG's Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, Apri/2002.

Murai Subdivision
Traffic Impact Analysis
18 Project Trip Distribution
The proposed Murai Subdivision project is located immediately south of the approved San Marcos Highlands project, and is also proposing the same land use as San Marcos Highlands (single-family dwelling units). Therefore, the trip distribution that was developed for approved San Marcos Highlands Traffic Impact Analysis Report (RBF Consulting, February 2015) is used to distribute trips generated by the proposed Murai Subdivision project. This methodology to use the San Marcos Highland trip distribution was approved by City of San Marcos staff.

Consistent with the approved San Marcos Highlands Traffic Impact Analysis Report, different trip distribution patterns are assumed between near-term (existing/existing plus cumulative) conditions and Horizon Year 2035 conditions due to the future extension of Las Posas Road to Buena Creek Road. The future Las Posas Road extension to Buena Creek Road is included in both the City's General Plan Mobility Element and the County of San Diego General Plan Circulation Element.

Exhibit 4-1 displays the near-term conditions trip distribution patterns at the intersections and along the roadway segments in the study area. Horizon Year 2035 trip distribution patterns in the study area are illustrated in Exhibit 4-2.

4.4 Project Trip Assignment
Based on the near-term conditions project trip distribution, project trips were assigned to the study intersections and roadway segments as displayed in Exhibit 4-3 and Exhibit 4-4, respectively.

The assignment of project trips based on the Horizon Year 2035 trip distribution is shown in Exhibit 4-5 and Exhibit 4-6 for the study intersections and roadway segments, respectively.

Murai Subdivision
Traffic Impact Analysis
19 Las Posas Road @ Armorlite Drive
Las Posas Road @ Los Vallecitos Bvld
Legend:
xx% = Inbound Trip Distribution
(yy%) = Outbound Trip Distribution
Exhibit 4 1
Project Trip Distribution: Near Term Conditions
/ (10%) /
/ / 10% /
/ /
/ (100%)
12 SR 78 EB Ramps / Via Vera Cruz @ Grand Ave
/ 10
Las Posas Road @ San Marcos Bvld Twin Oaks Valley Rd @ Borden Road / 11
/
/ 10%
Las Posas Road @ Grand Ave
/
/ 8
/ 6
/ 9
13%
/
/
/ 10%
5 7
/
/
/
2 3
/ / / / / /
/
/ /
/
/
/
/
/
/
/ /
/
/ 1
4 25% /
/
/
/
/
/ /
/ /
/
3%
/
/ Woodward St @ Borden Road Las Posas Road @ Street A
13 14
(13%)
(2%)
(4%) 10%
/
26%
/ /
/ 2% /
/ /
/
10% /
/ Las Posas Road @ 78 West Bound Ramps
Las Posas Road @ Avenida Arana Las Posas Road @ Borden Road Las Posas Road @ Camino Del Sol Las Posas Road @ Avenida Azul Las Posas Road @ Mission Road /
/ (5%)
(10%)
(10%)
~
Project
II ... ( Site 8
,:,
• • .. • ... ... ... "'
~ :e "'~
- ~ ~~~ ... ~ g ~!fl.~ !!l.
• • • .. • ... ... ... ... ~ "' 18 ~
I ~ ~ ... ~~ l ... §. a C.::::. ,:,
• • • • • .. ... ... ... ... ~ ~ ~
"' • ! :'; ~ •
• • • ... • ... ... • .. ~ .. ~
• •
..
0 / 0
0 / 0
5 / 3
2 / 6
0 / 0
0 / 0
0 / 0 3 / 8
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0 0 / 0
2 / 6
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
0 / 0
5 / 16 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
1 / 2
0 / 0
0 / 0
7 / 4
1 / 1
2 / 1
2 / 6
0 / 0
5 / 16
0 / 0 0 / 0
0 / 0
0 / 1 0 / 0
0 / 0 0 / 0
0 / 0
2 / 6 0 / 0
0 / 0
0 / 0
0 / 0
2 / 6
0 / 0 0 / 0
0 / 0 0 / 0
0 / 0 0 / 0
0 / 0 0 / 0
0 / 0
3 / 1
5 / 3
5 / 3
Las Posas Road @Avenfda Arana Las Posas Road@ Borden Road Las Posas Road@ Camino Del Sol ~ >l
- '.:: ... >l
iil l'l ;, l'l
• • .. • ... ... ... i;i !;; !;;
" '!?- '!?-
Las Posas Road@ Avenfda Azu1 Las Posas Road@ Mission Road Las Posas Road@ Armorllte Drive >l \0 ... \0
l'l ~ re ~ re
• • • .. • ... ... ... ... !;; ;,; ;,;
'!?- ~ ~
Las Posas Road@ Los Vallecttos Bvld Las Posas Road@ 78 West Bound Ramps Las Posas Road@ Grand Ave \0 ... ... re ., ~ ., • • • •• .. ... ... ... ... ;,; iEi ~ :'.:'.

SR 78 EB Ramps/Via Vera Cruz @Grand Ave Las Posas Road@ San Marcos Bvld Twin Oaks Valley Rd@ Borden Road ~
• •
• • • ... • ... ..
• Woodward St @ Borden Road Las Posas Road @ Street A
•
• SO/ 27 ♦ Legend:
xx/ yy = AM / PM Peak-Hour Project Trips
Exhibit 4-3
Peak Hour Project Trip Assignment: Near-Term Conditions San
Marcos
Blvd
Avenida Arana Camino Del Sol
Avenida Azul
Las
Posas
Rd
Las Posas Rd Grand Ave
Rancho
Santa Fe
Rd
Wo
o
dward
St
Via
Vera
Cruz
Bent Ave
Knol Rd
Twin
O
a
k
s
Valley R
o
a
d
Los
Val ecitos Blvd
Armorlite Dr
Borden
Road
Discovery St
S.Santa Fe Ave
Mission Rd
78 78
Project
Site
0 g:
00 ID
ID
. .
':, (Future Access to
: ¥ San Marcos Highlands) . . . .
♦
. ...
223
##,###
89 Legend
NearTerm Daily
Project Trips
Exhibit 4-4
Daily Project Trip Assignment: Near-Term Conditions
26 PROPOSED PROJECT
The project is located on a site within both the City of San Marcos and unincorporated San Diego County. All areas proposed to be developed on the site are planned to be annexed into the City of San Marcos. The portions of the project site that will be maintained as open space will remain within unincorporated San Diego County. The proposed project will consist of 189 single-family dwelling units and a 22-acre passive park use. The project will extend Las Posas Road as a two-lane roadway through the project site and will take access from two internal streets intersecting with Las Posas Road (Street “A” and Street “D”).

Project Trip Generation
To determine the trips forecast to be generated by the proposed project, April 2002 SANDAG Trip Generation rates were utilized in accordance with the City of San Marcos and SANTEC/ITE Traffic Study Guidelines. The SANDAG (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (April 2002) showing the trip generation rate for the proposed land use is provided in Appendix D. Table 5 summarizes the project trip generation. As summarized in Table 5, the proposed project will generate a net increase of approximately 1,998 trips per day, which includes approximately 165 a.m. peak hour trips and approximately 199 p.m. peak hour trips.

Table 5
Proposed Project Trip Generation
Trip Generation Rates
Land Use
Daily
(per
unit)
AM Peak PM Peak
Unit Total In Out Total In Out
Single Family Residential DU 10 8% 30% 70% 10% 70% 30%
Passive Park acre 5 13% 50% 50% 9% 50% 50%
Forecast Project Generated Trips
Land Use Size Unit Daily
Trips
AM Peak PM Peak
Total In Out Total In Out
Single Family
Residential 189 DU 1,890 151 45 106 189 132 57
Passive Park 21.68 acre 108 14 7 7 10 5 5
Total Project Trips 1,998 165 52 113 199 137 62
Source: SANDAG (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (April 2002). 27 Project Trip Distribution and Assignment
The project trip distribution was developed based on the initial 2001 traffic impact analysis for the San Marcos Highlands project, but adjusted to account for the SR-78/Las Posas Road interchange and Borden Road extension that exists under the current 2014 conditions. By 2035 it is assumed that Las Posas Road is extended to Buena Creek Road based on the build-out of the County of San Diego Circulation Element. Therefore, two project trip distributions were developed for the project based on the roadway network changes from existing to year 2035 conditions.

Exhibit 7 illustrates the project trip distribution under near term future conditions. The Horizon Year 2035 Conditions project trip distribution, which assumes the Las Posas Road extension to Buena Creek Road, is illustrated in Exhibit 8. Utilizing the project trip distributions shown in Exhibits 7 and 8, the forecast project-generated trips were assigned to the roadway network. The following exhibits illustrate the peak hour and daily project trip assignment for near term and Horizon Year 2035 Conditions:

Exhibit 9: Near Term Conditions Peak Hour Project Trip Assignment Exhibit 10: Near Term Conditions Daily Project Trip Assignment Exhibit 11: Horizon Year 2035 Conditions Peak Hour Project Trip Assignment Exhibit 12: Horizon Year 2035 Conditions Daily Project Trip Assignment •
•
•
•

NOT TO SCALE
141047 - FEBRUARY 2015
Borden
Ro
ad
Avenida Azul
Mission Road
Las
Posas
Road
Pacific Stre
t
San
Marcos
Blvd. Linda Vista
Drive
Via
Vera
Cruz
Bent Avenue
Grand
Avenue
Armorlite
Drive
Los
Vallecitos
Blvd.

So. Santa Fe Avenue
Knoll Road
Wo
o
dward
Stre
et Twin Oa
ks Valley
R
oad
Rancho
Santa
Fe
Road
Pico
Ave. PROJECT
SITE
Street “D”
78 78
Camino Del Sol
Rancheros Drive
Street “ A” Avenida
Leon
Via
Artista
La
s
P
osas Road Avenida Arana
10%
10%
3%
4 13
%
%

22.5%

38.5%
3%
10%
10%
5 %
75%
7 5
%
25%
1 0
%
25%
10%
10% 10%
5% 8%
20%
13%
3%
7%
15%
Exhibit 7
5%
13%
1%
1%
1% 1%
2%

PROJECT TRIP DISTRIBUTION - NEAR TERM CONDITIONS
LEGEND
xx% Trip Distribution Percentage
Existing Study Intersection
Project Access Intersection
10 0
%
7 5
%
0 I.
'cJ I. .___-
\ I.
\ I. ,, 0, ,' I
I.

I , ___ ,
• 0
EXHIBIT 9

NEAR TERM CONDITIONS PEAK HOUR TRIP ASSIGNMENT

XX(XX) AM/PM PEAK HOUR VOLUME
LEGEND
JN 141047 JULY 2014
Avenida Arana Las Posas Rd.
1 2
Camino Del Sol
3 Avenida Azul
4 5 6 7 8
9 10
Borden Rd. Las Posas Rd. Las Posas Rd. Las Posas Rd.

Mission Rd. Las Posas Rd.

Armorlite Dr. Las Posas Rd. Las Posas Rd.

Los Vallecitos Blvd. Las Posas Rd.

SR-78 WB Ramps
Grand Ave. Las Posas Rd.

Grand Ave. Via Vera Cruz / SR-78 EB Ramps Las Posas Rd.

San Marcos Blvd.
11 Twin Oaks Valley Rd.

Borden Rd.
12 Woodward St.

Borden Rd.
13 Las Posas Rd.

Street "D"
14 Las Posas Rd.

Street "A"
15 ... ... "'----3(2) "'----11 (6) :§ l 15(8) ~62(34) ~113(62) ~21(12) ~11(6) 1' 7(18) ----,) r 29(75) ----c) r .Si!:! ~137)-> I ... .2:! ... j ... ... I ..se ... .... j!?_b!j!! "'----11(27) .s ~..::::..!:! J J l ~62(34) ~85(47) ~28(15) 8(23)_.?I 2(5) _.?I 1' r ... 29(75) ----c) 40( 103) ----c) ... :§ I :t .Si!:!
... "'--- 11 (6)
J ~19(10) ~62(34) ~85(47)
19(55) _.?I ) 8(23) ----c) 29(75) ----c) 40( 103) ----c) 26(59)~ .§
......
... -..5!? "'--- 3(7) "'--- 23(12)
J l ~40(22) ~85(47)
5(14) _.?I 1' r
.Si!:! 22(58) ----c) 40( 103) ----c)
...

NOT TO SCALE
141047 - FEBRUARY 2015
Borden
Ro
ad
Avenida Azul
Mission Road
Las
Posas
Road
Pacific Stre
t
San
Marcos
Blvd. Linda Vista
Drive
Via
Vera
Cruz
Bent Avenue
Grand
Avenue
Armorlite
Drive
Los
Vallecitos
Blvd.

So. Santa Fe Avenue
Knoll Road
Wo
o
dward
Stre
et Twin Oa
ks Valley
R
oad
Rancho
Santa
Fe
Road
Pico
Ave. PROJECT
SITE
Street “D”
78 78
Camino Del Sol
Rancheros Drive
Street “ A” Avenida
Leon
Via
Artista
La
s
P
osas Road Avenida Arana

DAILY PROJECT TRIP ASSIGNMENT - NEAR TERM CONDITIONS
Exhibit 10
LEGEND
X,XXX Daily Project Trips
1,09
200
769
450
1,49
1,49
20 200
1,998
500
200
1,4
9 9
1,9
98 0
,
, \ , ,, ,, ,
I ,
r, , I , ___ ,
Peak Hour Intersection Levels of Service
Table 6-1 summarizes the peak intersection operations for existing conditions. As seen in Table 6-1 (above), the following study intersection is calculated to currently operate at LOS F:
■ San Marcos Boulevard / Knoll Road (LOS F during the PM peak hour).

Appendix C contains the existing intersection analysis worksheets.

Daily Street Segment Levels of Service
Table 6-2 summarizes the existing roadway segment operations. As seen in Table 6-2, all of the study segments are calculated to currently operate at LOS C or better.

TABLE6-2

EXISTING STREET SEGMENT OPERATIONS
Street Segment Classification
W. Mission Road 4-lane Major Arterial
Knoll Rd to Pico Ave 4-lane Major Arterial
Pico Ave to Woodward St
4-lane Secondary Arterial
Knoll Road 4-lane Secondary Arterial
W. Mission Rd to Furniture Row
Furniture Row to San Marcos Blvd 4-lane Major Arterial
San Marcos Boulevard
4-lane Major Arterial
Knoll Rd to Twin Oaks Valley Rd Collector
Twin Oaks Valley Rd to Rancheros Dr
Pico Avenue
Mi~dnn Rrl tA (;'.~n ll.1fo.-rneo Rlvrl
Footnotes:
a. Capacities based on SANTEC/ITE Guidelines. b. Average Daily Traffic Volumes.
c. Level of Service.
d. Volume to Capacity.

Trip Generation
Capacity
(LOSE)•
40,000
40,000
30,000
30,000
40,000
40,000
15,000
ADTb LOS0 V/Cd
15,280 0.382 B
13,800 0.345 B
8,980 0.299 B
17,070 0.569 C
23,030 0.576 C
23,720 0.593 C
5,765 0.384 B
The trip generation rates for the project are based on the rates outlined in SANDAG's (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. The proposed project is planned to develop 120 residential apartments, a 1,850 square-foot community center, a 1,000 square-foot laundry facility and approximately 7,000 square feet of neighborhood retail space.

A 10% mixed-use percentage reduction was applied to the project since a portion of the trips will not have origins/destinations outside of the development but will instead match between residential and commercial uses.

A 5% transit/pedestrian reduction was also applied since the project site offers transit opportunities within walking distance to the site.
- 55-
In addition, to accurately estimate trips generated by a retail type development, it is important to separate total trips into primary trips and pass-by trips. Primary trips are defined as trips that return to their place of origin, such as home-to-grocery-to-home. Pass-by trips are trips attracted from traffic already on the street system passing near the site while going from one location to another such as work-to-shopping center-to-home. These trips are not new traffic to the surrounding street system. Based on SANDAG's (Not So) Brie/Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002, a 10% pass-by reduction was applied.

As shown in Table 8-1, the project is expected to generate approximately 430 new ADT with the addition of23 trips during the AM peak hour (2 entering and 21 exiting) and 49 trips during the PM peak hour (30 entering and 19 exiting).

TABLE8-1

PROJECT TRIP GENERATION
Land Use Size Daily Trip Ends AM Peak Hour PM Peak Hour (ADTs) Rate3 I Volume
% of ln:Out Volume ¾of In:Out Volume
ADT I Split In / Out ADT Split In I Out
Proposed Land Uses ·. . . ---·
Apartment 120DU 6/DU 720 8% 2:8 12 46 9% 7:3 46 19
Neighborhood Retail 7,000 SF 120/SF 840 4% I 6:4 20 14 10% 5:5 42 42 Community Center l,850 SF 30/SF 60 6% 6:4 2 2 9% 6:4 3 2 Laundry Facility 1,000SF 40/SF 40 3% 6:4 1 0 9% 5:5 2 2 Subtotal 1,660 35 62 93 65
Mixed-Use Reduction b (170) (4) (6) (9) (7)
Transit I Pedestrian Reduction ° (80) (2) (3) I (5) (3) Net Project Total 1,410 29 53 79 55
Pass-By Reduction d I cso) I I (2) I (1) I I (4) I (4)
Existing Land Uses
Apartment 29DU 6/DU (180) 8% 2:8 (3) (11) 9% 7:3 (11) (5) Specialty Retail/ Strip 8,000 SF 40/SF (320) 3% 6:4 (6) (4) 9% 5:5 (15) (14) Commercial Sit-Down, High 2,500 SF 160/SF (400) 8% 5:5 (16) (16) 8% 6:4 (19) (13) Turnover Restaurant Total New Trips - 430 - - 2 21 - - 30 19
Foot11otes:
a. Rate is based on SANDAG's (Not So) Brief Gui.de of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. b. A 10% mixed-use reduction was applied.
c. A 5% transit/ pedestrian reduction was applied. d. A 10% pass-by trips reduction was applied.
-56-
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-20-3279 Pacific Project
N:\3279\Text\#LTA\3279.LTA.docx
24 7.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT
As described in Section 2.2, the proposed Project would provide a maximum of 449 residential dwelling units.

The following is a discussion of the traffic expected to be generated by the Project.

7.1 Trip Generation

7.1.1 Trip Rates
Trip generation for Project multi-family housing was estimated using trip rates from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002.

The trip generation rate for “Apartment (or any multi-family units more than 20 DU/acre)” was used based on the proposed density.

SANDAG provides for a 5% daily trip reduction for land uses with transit access or near transit stations accessible within ¼ mile. The site is located adjacent to transit service with stops located near both the north and south ends of the site along Las Posas Road. The Project will also upgrade the existing stop along its frontage with enhanced amenities and include clear and direct access to bus stops in the site design. To provide a conservative analysis, however, no transit trip reduction was applied to the trip generation for this analysis.

7.1.2 Project Trips
Table 7–1 tabulates the total Project traffic generation. The Project is calculated to generate a total of 2,694 ADT with 216 AM peak hour trips (43 inbound / 173 outbound) and 242 PM peak hour trips (169 inbound and 73 outbound).

TABLE 7–1

PROJECT TRIP GENERATION
Land Use Size
Daily Trip Ends
(ADTs) AM Peak Hour PM Peak Hour
Rate a ADT Rate In:Out
Split
Volume
Rate In:Out
Split
Volume
In Out Total In Out Total
Apartments
(multi-family
> 20 du/acre)
449 DU 6/DU 2,694 8% 20:80 43 173 216 9% 70:30 169 73 242 Footnotes:
a. Trip generation rate from SANDAG’s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002 (“SANDAG Brief Guide”).

General Note:
 DU = Dwelling Unit
CD "C
a:
~
"' ~
"cf!- 0
~ (L
~
.:l
i ,---- 15%
SR78WB Ra mps
1 1
'#-';#.
00 N~
0 ti
~
"cf!- ~ L() (L
N .s
i ,----
r r
cf2.'#-
0 L()
M~
0 ~
C.

Iii ~ a:
a:,
0 w N "' ,-..
) a:

CJ)
15% _,P
N
2 0
~
~
.'1!
>
© 1i5
"
(L
~
r
(
"cf!-
r;:::
© "C
a:
~
"' g;~ i'l
(L
Mr---- ~
.:l
) i
La Mirada Dr
38% _,P
30% 1 r " ~ cf2. M r----
■ '
N:\3279\Figure
Date 1/26/2023
Time 4:09 PM
ii:Hi:iiiii
20%
Grand Ave
Grand Ave
17% La Mirada Dr
©
10% ---+
CD
'#-'#-'rfi
°'""""""
J l \s
9% _,I
1%
-
©
~ ~cf2. ,-.._ N,-.._
J l \s
7% _,P 3% ----{> 7% "
©
"cf!-
L()
)
5% _,I
10%
-
®
cf2.cf2.
00 ~N
) \s
10% _,I
"C
a:
a,
LL
CJ)
~ ®
i &
- 10%
XX%
Linda Vista Dr
1i(
1i(
1i5 I
= "
(L -~ @)
'-- 4% <1--- 1%
r
1%
Linda Vista Dr
i (
'#-'#-
"SI"~
"C
a:
~
"' i'l
(L
~
0 _, '--
7%
3%
Linda Vista Dr
'd
,-.._N
~~
1i5
(L
~
<1--- 10%
San Marcos Blvd
"C
a:
~
"' i'l
(L
~
.:l
'-- 20%
San Marcos Blvd
,~
Study Intersection
Regional trip distribution
Inbound Trip Distribution
Outbound Trip Distribution
Local Capture
10%
/..i170;
q 1/i· 1st, qDr
Project
Site
~
~
Figure 7-1a
Project Traffic Distribution
Pacific
CD -0 "' "' "' ~ "' 0
(L
::;;: .5
r 6 / 25
SR78 WB Ramps
1 1
~r--
cc,r-- --
M~
0 -0 "' "' 'SI"
N ~ (L
0 "' .'3
r
1 (
N~ N ~
N<.0
CON
0 "'
~ 'SI"
M "' a:,
;;; w
~ "' ) Cf)
26 / 11 _,I
2 u
~
~
"' >
© 1i5
-= "-~
(L
r
(
0-,
N
r--
© -0 "' "' "' ~~ "' 0
(L
'-"-
~"' "' .'3
) !
La Mirada Dr
66 / 28 _,I 1 1 52 122 ' u=;~
;:;;N ~
■ '
N:\3279\Figure
Date 1/26/2023
Time 4:10 PM
ii:Hi:iiiii
9 / 34
Grand Ave
Grand Ave
30 I 13
La Mirada
Dr
©
0 ©
©
@)
ti!
.f
Cf)
~
~ ~~ 1717
Linda Vista Dr
4 / 17 ~
1i5
-= "
i::::~N -~
(L
~~;;; '--- 117
) ! \.
2/ 0
r 2 / 1
Linda Vista Dr
_,I 4 / 15 1 ( 0 / 2
r--N
NO
-0 "' "' Nr--CO "' "'
==~~
0 (L
"' "'""" ~ .'3
) !
'--- 3 I 12 \. 2 / 5
Linda Vista Dr
12 / 5 _,I 1 1 5 / 2
12 / 5 ' No, ~"'
<'>;c: --
1i5
-= "'SI"
-~
(L
0-,
) 1717
San Marcos Blvd
2/ 8 _,I
4 / 17
-0 "' "' "' r--~ "' 0
,._- (L
~~ "' .'3
) \. '--- 9 / 34
San Marcos Blvd
4 / 17 _,I
/~
® Study Intersection
x,xxx Street Segment ADT
1i( Intersection peak hour volumes
I
Project
Site
\
Figure 7-2a
Project Traffic Volumes
Pacific
Gran Vista Multi-Family
Local Transportation Analysis

3.0 Project Traffic
This chapter describes the Proposed Project including the Proposed Project’s trip generation, trip distribution patterns, and project trip assignment.

Project Trip Generation
Per the City’s TIAG, trip generation rates were derived from the SANDAG’s (not so) Brief Guide to Vehicular Traffic Generation Rates for the San Diego Region (April 2002). Table 3.1 displays the projected daily, as well as AM and PM peak hour, project trip generation.

Table 3.1 - Project Trip Generation
Land Use Units Trip Rate ADT
AM Peak Hour PM Peak Hour
% Trips Split In Out % Trips Split In Out
Multi-Family
(6-20 DU/acre) 120 DU 8/DU 960 8 77 2:8 15 62 10 96 7:3 67 29 Source: SANDAG (not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002) Notes:

ADT = Average Daily Traffic
DU = Dwelling Unit
As shown, the Proposed Project is anticipated to generate 960 daily trips, including 77 trips (15- in/62-out) during the AM peak hour and 96 (67-in/29-out) trips during the PM peak hour.

Project Trip Distribution and Assignment
The project trip distribution was manually developed based on the geographical location of the Project, as well as the characteristics of the proposed and surrounding land uses. Figure 3.1 displays the regional trip distribution for the Proposed Project. Based upon the project trip distribution patterns, AM/PM peak hour project trips were assigned to the adjacent roadway network. Figure 3.2 displays the Proposed Project’s intersection trip assignment.

C R

3.1 3.2
!
!
!
10%
40%
30%
70%
20%
3 2
1 Gran Vista Multi-Family
Transportation Impact Analysis
Figure 3.1
Project Trip Distribution
W Mission Rd
N Las Posas
Rd
W Mission Rd
N Las Posas Rd
Pacific St
Pacific
St
Palm
Rd
Project
Dwy #2
Project
Dwy #1
Armorlite Dr
Palomar
College Dwy
Project
Site
² 05 250 00 Feet
·}78 Trip Distribution
Study Intersection
Study Roadway
Project Site
XX%
70%
10%
70%
10%
20%
20%
40%
30%
30%
40%
!XX
") ···•........ ..·'
••···············••••••••
C R
!
!
!
96 384
288
672
192
3 2
1 Gran Vista Multi-Family
Transportation Impact Analysis
Figure 3.2
Project Trip Assignment
W Mission Rd
N Las Posas Rd
W Mission Rd
N Las Posas Rd
Pacific St
Pacific St
Palm
Rd
Project
Dwy #2
Project
Dwy #1
Armorlite Dr
Palomar College Dwy
Project
Site
² 0 250 500 Feet
·}78
5 / 26
5 / 21
19 / 9
24 / 11
6 / 3
2 / 7
10 / 47
43 / 20
3 / 13
13 / 6
Study Intersection
Study Roadway
Project Site
Turn Movements
AM / PM Peak Hour Volumes
XX,XXX
!X
Trip Assignment
C R

CITY OF SAN MARCOS

NOTICE OF DETERMINATION
TO: · .' ,.
__ Office of Planning and Research
Mail: PO Box 3044
Sacramento, CA 95812-3044
Street: 1400 Tenth Street, Room l 13
Sacramento, CA 95814
__ x::...._ County Clerk/Recorder, David Butler
County of San Diego
P.O. Box 1750 1 9 Q Q 6 2
San Diego, CA 92112-4147
FROM: City of San Marcos
Planning Division
I Civic Center Drive
San Marcos, CA 92069
760-744-1050 ext. 3233
Lead Agency (If different from above):

Appendix D
SUBJECT: Filing of Notice of Determination in compliance with Section 21108 or 21152 of the Public Resources Code.

State Clearinghouse Number (if submitted to State Clearinghouse): ~2=0~1~81~2~1~0~4~8 _____________ _ Pl6-0045: MFSDP16-001, TPM16-005, & ND18-003: Affirmed Housing Mariposa 2 Project Title
Affinned Housing Group, Inc. 13520 Evening Creek Drive N, Suite 160, Phone: 858-679-2828 Project Applicant Name, Address, and Phone Number 5 ah Di tci o I C,4 9 S-/ 1.... 55" 604 W. Richmar Avenue, San Marcos, San Diego County
Project Location (include County)
Multi-Family Site Development Plan with Density Bonus for construction of 100 affordable apartments (Phase 1) within Multi-Family Residential (R-3-10) Zone including Tentative Parcel Map to subdivide the 8.14-acre site into two (2) parcels for construction of Phase 1 on the parcel west of Los Olivos Drive. Existing apartment buildings ( 40 units) will be demolished. Project includes upsizing of existing water main on site in Los Olivos Dr .. and upsizing of sewer collection pipeline by trenching within sections of the alley north of Mission Rd. within VWD easement. and section of Pico Ave .. or portions thereof. as determined by the Vallecitos Water District (VWD).

Project Description
This is to advise that the City of San Marcos has approved the above described project on following determinations regarding the above described project. 5/14/19 and has made the

1. The project [ D will, IZJ will not] have a significant effect on the environment.

2. D An Environmental Impact Report was prepared for this project pursuant to the provisions of CEQA.

IZJ A Negative Declaration (ND18-003) was prepared for this project pursuant to the provisions ofCEQA.

3. Mitigation measures [ IZJ were, D were not] made a condition of the approval of the project.

4. A mitigation reporting or monitoring plan [ IZJ was, D was not] adopted for this project.

5. A statement of Overriding Considerations [ D was, IZJ was notladopted for this project.

6. Findings [ 0 were, IZJ were not] made pursuant to the provisions of CEQA.

This is to certify that the final EIR with comments and responses and record of project approval, or the Negative Declaration is available to the General Public at: 1 Civic Center Dri e, a Marcos, CA 92069.

Date: __ S-, ....... / _1'1__._/_l°I ______ _
Authority cited: Sections 21083, Public Resources Code.

Reference Section 21000-21174, Public Resources Code
Date received for filing at OPR: __________ _
Revised 201 1
Ernesl J Oronenburg, Jr. Recorder County Clerk
MAY 15 2019
G. Meza
BY---==-- DEPUTY

FILED IN THE OFFICE OF THE COUNTY CLERK
San Diego County on MAY 1 5 2019
Posted 1-~AY 1 5 2019 Removed JUN 1 7 201]
Returned to ag~ cy "'11 = ~ J_U N_1 _7 _201' __3 __ _ u. Meza Deputy ______ _____ _

NOTICE OF DECISION
DATE: September 21, 2021 CASE NO: MFSDP20-0002 & EX21-014_______________________________________ APPLICATION FOR: Mariposa 2 (Phase 2) _______________________________________________________ APPLICANT: Affirmed Housing Group, Inc. ___ __________ ______ ADDRESS: 13520 Evening Creek Dr, North, Suite 160, San Diego, CA 92128 Phone: (858) 679-2828 _ ___ PROPERTY LOCATION: 604 Richmar Avenue, San Marcos, CA_______________________________________________________ PROJECT DESCRIPTION: Multi-Family Site Development Plan, including a Density Bonus, for construction of a 96-unit affordable apartment complex on 3.53 acres of an 8.13-acre parcel within the Multi-Family Residential (R-3-10) Zone. This Phase 2 project will replace the existing 30 apartments on the east side of Los Olivos Drive. Phase 1 was previously approved in 2019 for 100 units on the west side of Los Olivos Drive. ****************************************************************************************************************** DECISION OF THE PLANNING COMMISSION ON: September 20, 2021 MOTION MADE AND CARRIED TO RECOMMEND APPROVAL TO CITY COUNCIL MFSDP20-0002 AS SET FORTH IN RESOLUTION PC 21-4945
*************************************************************************************************************** CERTIFICATION: I certify that the foregoing decision was duly adopted by the SAN MARCOS CITY PLANNING COMMISSION, by a 7-0 vote, on September 20, 2021 and that on September 21, 2021 a copy of this Notice was filed in the Office of the Planning Commission.
__ _______________
Gina Jackson, Senior Office Specialist

SAN MARCOS CITY PLANNING COMMISSION
(This Notice is only intended to advise of a decision. The decision itself and any terms and conditions pertinent thereto are set forth in the action/resolution taken by the Planning Commission).

SEE APPEAL RIGHTS ON OTHER SIDE
\\SAN MARCOS II DISCOVER LIFE'S POSSIBILITIES
www.san-marcos.net
CITY OF SAN MARCOS, CALIFORNIA 1 Civic Center Drive Sa n Marcos, CA 92069 (760) 744-1050

APPEAL RIGHTS AND PROCEDURES

TENTATIVE PARCEL MAPS
Pursuant to the provisions of San Marcos Municipal Code (SMMC) § 19.24.140, if the subdivider and/or any interested person is dissatisfied with the action of either the City Engineer or Planning Commission related to a tentative parcel map, an appeal may be filed within ten (10) calendar days of the action date.

Appeals shall be filed in writing with the City Clerk and must identify the decision being appealed as well as contain the reasons for the appeal and the grounds upon which the appeal is based. Appeals must also be accompanied by the required fee identified below.

TENTATIVE SUBDIVISION MAPS
Pursuant to the provisions of San Marcos Municipal Code (SMMC) § 19.12.085, if the subdivider and/or any interested person is dissatisfied with the action of the Planning Commission related to a tentative subdivision map, an appeal may be filed within ten (10) calendar days of the action date. Appeals shall be filed in writing with the City Clerk and must identify the decision being appealed as well as contain the reasons for the appeal and the grounds upon which the appeal is based (the appeal hearing shall be limited to the matters stated in the written request for an appeal and to the record of the Planning Commission hearing). Appeals must also be accompanied by the required fee identified below.

OTHER PLANNING APPLICATIONS (I.E. DIRECTOR’S PERMITS, CONDITIONAL USE PERMITS, ETC.) Pursuant to the provisions of San Marcos Municipal Code (SMMC) Chapter 20.545, if the applicant or the owner/person having an interest in any property located within the area of the subject property noticed pursuant to the provisions of SMMC Chapter 20.505 is dissatisfied with a decision of the Planning Division Manager or Planning Commission, an appeal may be filed within ten (10) calendar days of the decision date. Appeals shall be filed in writing with the Planning Division and must identify the decision being appealed as well as contain the reasons for the appeal and the grounds upon which the appellant asserts the decision was in error. Appeals must also be accompanied by the required fee identified below.

APPEAL FILING FEES
Citizen ……………………………………………………………………………………………………………… $ 20.00 All Other Appellants ……………………………………………………………………………………….. $1,155.00

ALL ACTIONS OF THE CITY COUNCIL ARE FINAL
' II
City of San Marcos 1 Civic Center Drive San Marcos, CA 92069 (760) 744-1050 www.san-marcos.net Cumulative Project Land Use Units Type Trip Rate Per ADT % Trips In Out % Trips In Out Pacific Commercial LODGING [58:38:4] - Business Hotel 122.0 DU 7 Units 854 8% 69 4 : 6 28 41 9% 77 6 : 4 46 31 RESIDENTIAL [86:11:3] - Multi-Family Units
(More Than 20 DU/Acre) 72.0 DU 6 Units 432 8% 35 2 : 8 7 28 9% 39 7 : 3 27 12 COMMERCIAL/RETAILS - Specialty
Retail/Strip Commercial 2,000.0 KSF 40 KSF 80 3% 3 6 : 4 2 1 9% 8 5 : 5 4 4 Villa Serena RESIDENTIAL [86:11:3] - Multi-Family (6-20 DU/Acre) 148.0 DU 8 Units 1184 8% 95 2 : 8 19 76 10% 119 7 : 3 83 36 Mariposa - Phase 1 RESIDENTIAL [86:11:3] - Multi-Family Units (More Than 20 DU/Acre) 100.0 DU 6 Units 600 8% 48 2 : 8 10 38 9% 54 7 : 3 38 16 Mariposa - Phase 2 RESIDENTIAL [86:11:3] - Multi-Family Units (More Than 20 DU/Acre) 96.0 DU 6 Units 576 8% 47 2 : 8 9 38 9% 52 7 : 3 36 16 RESIDENTIAL [86:11:3] - Multi-Family Units
(More Than 20 DU/Acre) 31.0 DU 6 Units 186 8% 15 2 : 8 3 12 9% 17 7 : 3 12 5 COMMERCIAL/RETAILS - Specialty
Retail/Strip Commercial 4,375.0 KSF 40 KSF 175 3% 6 6 : 4 4 2 9% 16 5 : 5 8 8 Santa Fe Flores Apartments RESIDENTIAL [86:11:3] - Multi-Family Units (More Than 20 DU/Acre) 50.0 DU 6 Units 300 8% 24 2 : 8 5 19 9% 27 7 : 3 19 8 Pacific SP RESIDENTIAL [86:11:3] - Multi-Family Units (More Than 20 DU/Acre) 449.0 DU 6 Units 2694 8% 216 2 : 8 43 173 9% 243 7 : 3 170 73 Karl Strauss Brewery RESTAURANTS [51:37:12] - Sit-down - high turnover
10,528.0 KSF 160 KSF 1685 8% 135 5 : 5 68 67 8% 135 6 : 4 81 54 Cumulative Project Trip Generation
Pacifica San Marcos
AM PM
Split Split
El Dorado II SP
Project Site
t11u~rn~t11i-w1111:1 T
,
i
I
.......... ,
,
I
/
saint Joseph Academy 9
McDonalds Ci)
~ Grocef}'O! et
... sunse1Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i .. ,,,, IJ ,, I ,, (·,c... ¼.t.v,.,.•c...
~~~~~~: t;,
'•• , ... ..... Bradley Park
I ll!!l ,,,. ~· .. .,,. -'itt.0ov-,.
• ]
J I • / ~
r
8 '°"""'\ ,... ..
♦ •
+-'t "- i
Ra1s1119Canes f
Nordstrom Rack ' 9
! '"""'~"' j
i '· i ' • i i I '
.................. .... on111a.1.ni1
s Palomar College Lot 12
9 \
t .;, ....
,f ...
"/
B
i
::i~~l~:~~0~ _,~,,,.

Palomar
Coll~e
9 -..

Edwin and
O PalomarCollege "f' MmkoffF1eld
Frances Hunter
Arboretum
at Palomar
Mission
Spor1sPark f vallecrtoswa1erD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
St Augustine
for Health
sc19 es
I
San Marcos
by~~~~~ ~n&D~~:s ~
Connors Park
Roneld Packard Pkwy
I
WBordenRd
i
I
LA Fitness ~
My Yard
Project Site
t11u~rn~t11i-w1111:1 T
,
i
I
.......... ,
,
I
/
saint Joseph Academy 9
McDonalds Ci)
~ Grocef}'O! et
... sunse1Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i .. ,,,, IJ ,, I ,, (·,c... ¼.t.v,.,.•c...
~~~~~~: t;,
'•• , ... ..... Bradley Park
I ll!!l ,,,. ~· .. .,,. -'itt.0ov-,.
• ]
J I • / ~
r
8 '°"""'\ ,... ..
♦ •
+-'t "- i
Ra1s1119Canes f
Nordstrom Rack ' 9
! '"""'~"' j
i '· i ' • i i I '
.................. .... on111a.1.ni1
s Palomar College Lot 12
9 \
t .;, ....
,f ...
"/
B
i
::i~~l~:~~0~ _,~,,,.

Palomar
Coll~e
9 -..

Edwin and
O PalomarCollege "f' MmkoffF1eld
Frances Hunter
Arboretum
at Palomar
Mission
Spor1sPark f vallecrtoswa1erD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
St Augustine
for Health
sc19 es
I
San Marcos
by~~~~~ ~n&D~~:s ~
Connors Park
Roneld Packard Pkwy
I
WBordenRd
i
I
LA Fitness ~
My Yard
Project Site
t11u~rn~t11i-w1111:1 T
,
i
I
.......... ,
,
I
/
saint Joseph Academy 9
McDonalds Ci)
~ Grocef}'O! et
... sunse1Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i .. ,,,, IJ ,, I ,, (·,c... ¼.t.v,.,.•c...
~~~~~~: t;,
'•• , ... ..... Bradley Park
I ll!!l ,,,. ~· .. .,,. -'itt.0ov-,.
• ]
J I • / ~
r
8 '°"""'\ ,... ..
♦ •
+-'t "- i
Ra1s1119Canes f
Nordstrom Rack ' 9
! '"""'~"' j
i '· i ' • i i I '
.................. .... on111a.1.ni1
s Palomar College Lot 12
9 \
t .;, ....
,f ...
"/
B
i
::i~~l~:~~0~ _,~,,,.

Palomar
Coll~e
9 -..

Edwin and
O PalomarCollege "f' MmkoffF1eld
Frances Hunter
Arboretum
at Palomar
Mission
Spor1sPark f vallecrtoswa1erD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
St Augustine
for Health
sc19 es
I
San Marcos
by~~~~~ ~n&D~~:s ~
Connors Park
Roneld Packard Pkwy
I
WBordenRd
i
I
LA Fitness ~
My Yard
Project Site
t11u~rn~t11i-w1111:1 T
,
i
I
.......... ,
,
I
/
saint Joseph Academy 9
McDonalds Ci)
~ Grocef}'O! et
... sunse1Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i .. ,,,, IJ ,, I ,, (·,c... ¼.t.v,.,.•c...
~~~~~~: t;,
'•• , ... ..... Bradley Park
I ll!!l ,,,. ~· .. .,,. -'itt.0ov-,.
• ]
J I • / ~
r
8 '°"""'\ ,... ..
♦ •
+-'t "- i
Ra1s1119Canes f
Nordstrom Rack ' 9
! '"""'~"' j
i '· i ' • i i I '
.................. .... on111a.1.ni1
s Palomar College Lot 12
9 \
t .;, ....
,f ...
"/
B
i
::i~~l~:~~0~ _,~,,,.

Palomar
Coll~e
9 -..

Edwin and
O PalomarCollege "f' MmkoffF1eld
Frances Hunter
Arboretum
at Palomar
Mission
Spor1sPark f vallecrtoswa1erD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
St Augustine
for Health
sc19 es
I
San Marcos
by~~~~~ ~n&D~~:s ~
Connors Park
Roneld Packard Pkwy
I
WBordenRd
i
I
LA Fitness ~
My Yard
Project Site
01u~rn~r,1i-w1111:1 T
,
i
I
.......... ,
,
I
/
saint Joseph Academy 9
McDonalds Ci)
~ Grocef}'O! et
... sunse1Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i .. ,.,. IJ ,, I ,, (·,c... ¼.t.v,.,.•c...
~~~~~~: ~
'•• , ... .....

Bradley Park
I ll!!l ,,,. ~· .. .,,. -'itt.0ov-,.
]
I
! '"""'~"' j
r
i '· i ' • i i I '
.................

A•onlMAnil
Palomar College Lot 12
9 . s
l \
t .;, . .,,,f ...
"/
B
i
Ra1St11QCanes f
Nordstrom Rack ' 9
::i~~l~:~~0~ _,~,,,.

Palomar
Coll~e
9 -..

Edwin and
O PalomarCollege
"f' MmkoffF1eld
Frances Hunter
Arboretum
at Palomar
Mission
Spor1sPark f vallecrtosWaterD1s1nct
The Home Depot '
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
;
s j .......

Umvers1tyof
St Augustine
for Health
sc19 es
I
San Marcos
by~~~~~ ~n&D~~:s~
Connors Park
Roneld Packard Pkwy
I
WBordenRd
i
I
LA Fitness ~
My Yard
Project Site
,
i
I
.......... ,
/
saint Joseph Academy 9
McDonalds Ci)
~ Grocef}'O! et
... sunse1Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i .. ,.,. IJ ,, I ,, (·,c... ¼.t.v,.,.•c...
~~~~~~: t;,
'•• , ... ..... Bradley Park
I ll!!l ,,,. ~· .. .,,. -'itt.0ov-,.

Ra1s1119Canes f
Nordstrom Rack ' 9
Palomar College Lot 12
9 B
i
::i~~l~:~~0~ _,~,,,.

Palomar
Coll~e
9 Edwin and Frances Hunter
Arboretum
at Palomar
O PalomarCollege "f' MmkoffF1eld
Mission
Spor1sPark f vallecrtoswa1erD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
St Augustine
for Health
sc19 es
I
San Marcos
by~~~~~ ~n&D~~:s ~
Connors Park
Roneld Packard Pkwy
I
WBordenRd
i
I
LA Fitness ~
My Yard
Project Site
,
i
I
.......... ,
/
saint Joseph Academy 9
McDonalds Ci)
~ Grocef}'O! et
... sunse1Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i .. ,.,. IJ ,, I ,, (·,c... ¼.t.v,.,.•c...
~~~~~~: t;,
'•• , ... ..... Bradley Park
I ll!!l ,,,. ~· .. .,,. -'itt.0ov-,.

Ra1s1119Canes f
Nordstrom Rack ' 9
Palomar College Lot 12
9 B
i
::i~~l~:~~0~ _,~,,,.

Palomar
Coll~e
9 Edwin and Frances Hunter
Arboretum
at Palomar
O PalomarCollege "f' MmkoffF1eld
Mission
Spor1sPark f vallecrtoswa1erD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
St Augustine
for Health
sc19 es
I
San Marcos
by~~~~~ ~n&D~~:s ~
Connors Park
Roneld Packard Pkwy
I
WBordenRd
i
I
LA Fitness ~
My Yard
Project Site
I
samt Joseph Academy 9
McDon]las f
~ t;) Grocery Outlet
... .........

Sunset Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i ...... IJ ,, I ,, (·,c... ¼.t. v,.,.•c...
~~~~~~: t;,
'•• ,.,. "-o• Bradley Park
I ll!!l ,,,. ~o " .,,. -'itt.0ov-,.
• • ! I I • J ! (
/ "-·· .. ,.,~ /
Ra1s1119Canes f
Nordstrom Rack ' 9
I ""'""""'- ff
J '""'o, ' i
i • ! '
""""""n.i A,enidlArul
Palomar College Lot 12
% 9
s
1 ..
.. ., .. 0.,
,, .,,l'
D
/
::i~~l~:~~0~ _,~,,,.

Palomar
College
9 -~
Edwmand
O Palomar College
Y .M1nkoff F1eld
Frances Hunter
Arboretum
at Palomar
M1ss1on
Sports Park f vallecitosWaterD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
st Augustme
for Health
Sciences
9 I
j San Marcos
by~~~~~ ~n&D~~:s~
Connors Park
Roneld Packard Pkwy
l
'NBordenRd
i
•
LA Fitness ~
My Yard
Project Site
I
samt Joseph Academy 9
McDon]las f
~ t;) Grocery Outlet
... .........

Sunset Park I
Callan Swim SChool 9 . ""'"'_.,. 'I-,--."' 'I
i ...... IJ ,, I ,, (·,c... ¼.t. v,.,.•c...
~~~~~~: t;,
'•• ,.,. "-o• Bradley Park
I ll!!l ,,,. ~o " .,,. -'itt.0ov-,.
• • ! I I • J ! (
/ "-·· .. ,.,~ /
Ra1s1119Canes f
Nordstrom Rack ' 9
I ""'""""'- ff
J '""'o, ' i
i • ! '
""""""n.i A,enidlArul
Palomar College Lot 12
% 9
s
1 ..
.. ., .. 0.,
,, .,,l'
D
/
::i~~l~:~~0~ _,~,,,.

Palomar
College
9 -~
Edwmand
O Palomar College
Y .M1nkoff F1eld
Frances Hunter
Arboretum
at Palomar
M1ss1on
Sports Park f vallecitosWaterD1stnct
TheHomeOepot f
Ch1ck-fil-A9 creek.Si eMarke ~face
9 9,,~,,
Coe 1a Del Charro Q ' 0 Churchill s Pub & Grille
i
Umvers1tyof
st Augustme
for Health
Sciences
9 I
j San Marcos
by~~~~~ ~n&D~~:s~
Connors Park
Roneld Packard Pkwy
l
'NBordenRd
i
•
LA Fitness ~
My Yard
Total AM Cumulative Projects
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 4 0 11 0 0 0 0 18 11 26 33 0
2 0 0 0 0 0 0 0 29 0 0 59 0
3 0 0 0 0 0 0 0 29 0 0 59 0
4 0 15 0 0 37 0 0 0 0 0 0 0
5 0 0 0 0 0 0 0 0 0 0 0 0
6 19 14 0 0 32 6 0 0 0 1 0 1
7 0 32 3 4 29 0 2 0 13 0 0 0
8 0 79 58 0 152 0 0 0 0 57 0 0
9 0 0 0 0 0 0 0 0 0 0 0 0
10 0 0 0 0 0 0 0 0 0 0 0 0
Pacific Commercial Hotel
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 3 4
2 3 4
3 3 4
4 5
6 16
7 16 12
8 8 6
9 10
San Marcos Highlands
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 3 2 6 5
2 5 11
3 5 11
4 3 6
5 6 3 6
7 3 6
8 29 62
9 10
El Dorado II
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 1 1 2
2 1 3
3 1 3
4 1 1
5 6 1 1
7 1 1
8 3 10
9 10
Villa Serena
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 1 4
2 1 4
3 1 4
4 1 4
5 6 1 4
7 1 4
8 1 4
9 10
Mariposa (Phase 1)
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 1 2
2 1 2
3 1 2
4 1 2
5 6 1 2
7 1 2
8 2 6
9 10
Mariposa (Phase 2)
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 0 2
2 0 2
3 0 2
4 0 2
5 6 0 2
7 0 2
8 1 6
9 10
Murai
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 1 1 3 2
2 2 5
3 2 5
4 1 3
5 6 1 3
7 1 3
8 12 28
9 10
Pacifica San Marcos
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 1 2 1
2 2 1
3 2 1
4 3 1
5 6 3 3 1 1
7 6 3 2 1
8 9
10 Karl Strauss Brewery
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 3 3
2 3 3
3 3 3
4 5
6 7
8 58 57
9 10
Gran Vista Multi-Family
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 2 1 7 6
2 3 13
3 3 13
4 2 7
5 6 2 7
7 2 7
8 5 24
9 10
Pacific Specific Plan
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 2 9
2 2 9
3 2 9
4 5
6 7
8 17 4
9 10
Santa Fe Flores Apartments
AM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 3 6 11 2
2 6 2
3 6 2
4 3 11
5 6 2 6 6 1
7 1 4 2 2
8 1 2
9 10
Total PM Cumulative Projects
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 12 0 29 0 0 0 0 37 6 16 24 0
2 0 0 0 0 0 0 0 66 0 0 40 0
3 0 0 0 0 0 0 0 66 0 0 40 0
4 0 41 0 0 22 0 0 0 0 0 0 0
5 0 0 0 0 0 0 0 0 0 0 0 0
6 15 38 0 0 19 2 0 0 0 4 0 4
7 0 47 3 2 22 0 6 0 24 0 0 0
8 0 176 69 0 100 0 0 0 0 46 0 0
9 0 0 0 0 0 0 0 0 0 0 0 0
10 0 0 0 0 0 0 0 0 0 0 0 0
Pacific Commercial Hotel
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 5 3
2 5 3
3 5 3
4 5
6 12
7 12 20
8 6 10
9 10
San Marcos Highlands
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 7 7 3 3
2 14 6
3 14 6
4 7 3
5 6 7 3
7 7 3
8 75 34
9 10
El Dorado II
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 2 1 1 1
2 3 2
3 3 2
4 2 1
5 6 2 1
7 2 1
8 11 6
9 10
Villa Serena
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 4 2
2 4 2
3 4 2
4 4 2
5 6 4 2
7 4 2
8 4 2
9 10
Mariposa (Phase 1)
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 2 1
2 2 1
3 2 1
4 2 1
5 6 2 1
7 2 1
8 6 2
9 10
Mariposa (Phase 2)
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 2 1
2 2 1
3 2 1
4 2 1
5 6 2 1
7 2 1
8 5 2
9 10
Murai
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 3 3 2 1
2 6 3
3 6 3
4 3 2
5 6 3 2
7 3 2
8 34 15
9 10
Pacifica San Marcos
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 1 2 1 3
2 2 3
3 2 3
4 3 4
5 6 3 3 4 4
7 6 3 8 4
8 9
10 Karl Strauss Brewery
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 4 3
2 4 3
3 4 3
4 5
6 7
8 69 46
9 10
Gran Vista Multi-Family
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 7 6 3 3
2 13 6
3 13 6
4 7 3
5 6 7 3
7 7 3
8 26 11
9 10
Pacific Specific Plan
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 9 4
2 9 4
3 9 4
4 5
6 7
8 7 17
9 10
Santa Fe Flores Apartments
PM Peak Hour Turning Movement Count

INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
1 11 2 5 6
2 2 6
3 2 6
4 11 5
5 6 8 2 2 4
7 2 2 1 6
8 2 1
9 10
Capalina Development
Local Transportation Analysis
Appendix F - LOS Calculation Worksheets –
Near-Term Year 2025 Base Conditions
C R
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 1: N Rancho Santa Fe & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 520 267 178 368 222 151
Future Volume (veh/h) 0 520 267 178 368 222 151
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 559 229 191 396 239 113
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 979 420 286 1943 604 936
Arrive On Green 0.28 0.28 0.16 0.55 0.17 0.17
Sat Flow, veh/h 3647 1526 1781 3647 3456 2790
Grp Volume(v), veh/h 559 229 191 396 239 113
Grp Sat Flow(s),veh/h/ln 1777 1526 1781 1777 1728 1395
Q Serve(g_s), s 6.1 5.8 4.6 2.6 2.8 1.3
Cycle Q Clear(g_c), s 6.1 5.8 4.6 2.6 2.8 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 979 420 286 1943 604 936
V/C Ratio(X) 0.57 0.54 0.67 0.20 0.40 0.12
Avail Cap(c_a), veh/h 2859 1228 787 4038 2750 2669
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 14.1 14.0 17.8 5.2 16.6 10.4
Incr Delay (d2), s/veh 0.4 0.8 1.0 0.0 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 1.6 1.6 0.5 0.9 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.5 14.8 18.8 5.3 16.7 10.4
LnGrp LOS B B B A B B
Approach Vol, veh/h 788 587 352
Approach Delay, s/veh 14.6 9.7 14.7
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 30.8 12.3 18.6 14.4
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 20.0 * 36 36.0
Max Q Clear Time (g_c+I1), s 4.6 6.6 8.1 4.8
Green Ext Time (p_c), s 2.1 0.2 3.5 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 Conditions 2: N Pacific St & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 590 48 0 587 0 42
Future Volume (vph) 590 48 0 587 0 42
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 0.99 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3490 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3490 3539 1611
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph) 694 56 0 691 0 49
RTOR Reduction (vph) 4 0 0 0 0 45
Lane Group Flow (vph) 746 0 0 691 0 4
Confl. Peds. (#/hr) 8
Confl. Bikes (#/hr) 5
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 33.9 27.1 5.1
Effective Green, g (s) 33.9 27.1 5.1
Actuated g/C Ratio 0.53 0.42 0.08
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1854 1503 128
v/s Ratio Prot c0.21 c0.20 c0.00
v/s Ratio Perm
v/c Ratio 0.40 0.46 0.03
Uniform Delay, d1 8.9 13.1 27.1
Progression Factor 1.00 0.31 1.00
Incremental Delay, d2 0.1 0.2 0.1
Delay (s) 9.1 4.3 27.2
Level of Service A A C
Approach Delay (s) 9.1 4.3 27.2
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 63.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 31.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 Conditions 3: W Mission Rd & N Pacific St AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 18 519 534 27 70 39
Future Volume (vph) 18 519 534 27 70 39
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3507 1770 1555
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3507 1770 1555
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 20 583 600 30 79 44
RTOR Reduction (vph) 0 0 2 0 0 38
Lane Group Flow (vph) 20 583 628 0 79 6
Confl. Peds. (#/hr) 10 8
Confl. Bikes (#/hr) 5
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 0.9 33.9 27.1 8.6 8.6
Effective Green, g (s) 0.9 33.9 27.1 8.6 8.6
Actuated g/C Ratio 0.01 0.53 0.42 0.13 0.13
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 24 1880 1489 238 209
v/s Ratio Prot 0.01 c0.16 c0.18 c0.04
v/s Ratio Perm 0.00
v/c Ratio 0.83 0.31 0.42 0.33 0.03
Uniform Delay, d1 31.4 8.4 12.9 25.0 24.0
Progression Factor 1.43 0.18 1.00 1.00 1.00
Incremental Delay, d2 108.1 0.1 0.2 0.6 0.0
Delay (s) 153.1 1.6 13.1 25.6 24.0
Level of Service F A B C C
Approach Delay (s) 6.6 13.1 25.0
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 63.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 4: N Rancho Santa Fe & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 26 229 95 17 28 175 348 117 12 436 19 Future Volume (veh/h) 10 26 229 95 17 28 175 348 117 12 436 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 27 193 100 18 23 184 366 110 13 459 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 25 391 320 128 500 421 234 924 273 40 822 32 Arrive On Green 0.01 0.21 0.21 0.07 0.27 0.27 0.13 0.35 0.35 0.02 0.24 0.24 Sat Flow, veh/h 1781 1870 1529 1781 1870 1576 1781 2678 792 1781 3477 136 Grp Volume(v), veh/h 11 27 193 100 18 23 184 241 235 13 234 243 Grp Sat Flow(s),veh/h/ln1781 1870 1529 1781 1870 1576 1781 1777 1693 1781 1777 1836 Q Serve(g_s), s 0.4 0.8 7.4 3.6 0.5 0.7 6.5 6.7 6.9 0.5 7.5 7.6 Cycle Q Clear(g_c), s 0.4 0.8 7.4 3.6 0.5 0.7 6.5 6.7 6.9 0.5 7.5 7.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.47 1.00 0.07
Lane Grp Cap(c), veh/h 25 391 320 128 500 421 234 613 584 40 420 434 V/C Ratio(X) 0.45 0.07 0.60 0.78 0.04 0.05 0.79 0.39 0.40 0.32 0.56 0.56 Avail Cap(c_a), veh/h 137 861 704 137 861 725 246 613 584 191 493 510 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 20.7 23.3 29.7 17.7 17.8 27.4 16.2 16.2 31.4 21.9 21.9 Incr Delay (d2), s/veh 12.1 0.1 1.8 23.5 0.0 0.1 15.0 0.4 0.4 4.6 1.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 2.6 2.3 0.2 0.2 3.5 2.4 2.4 0.2 3.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.0 20.7 25.2 53.3 17.7 17.8 42.4 16.6 16.7 35.9 23.0 23.0 LnGrp LOS D C C D B B D B B D C C
Approach Vol, veh/h 231 141 660 490
Approach Delay, s/veh 25.5 42.9 23.8 23.4
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.5 28.9 8.7 20.1 14.5 21.8 4.9 23.9 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.1 5.0 30.0 9.0 18.1 5.0 30.0 Max Q Clear Time (g_c+I1), s2.5 8.9 5.6 9.4 8.5 9.6 2.4 2.7 Green Ext Time (p_c), s 0.0 2.0 0.0 0.8 0.0 1.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
HCM 6th TWSC Near-Term Year 2025 Conditions
5: N Pacific St & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 6.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 33 5 98 3 4 0 60 12 2 0 49 0
Future Vol, veh/h 33 5 98 3 4 0 60 12 2 0 49 0
Conflicting Peds, #/hr 0 0 0 0 0 4 0 0 3 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 38 6 114 3 5 0 70 14 2 0 57 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 220 217 58 275 216 22 58 0 0 19 0 0 Stage 1 58 58 - 158 158 - - - - - - -
Stage 2 162 159 - 117 58 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 736 681 1008 677 682 1055 1546 - - 1597 - - Stage 1 954 847 - 844 767 - - - - - - -
Stage 2 840 766 - 888 847 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 704 648 1007 574 649 1048 1545 - - 1592 - - Mov Cap-2 Maneuver 704 648 - 574 649 - - - - - - -
Stage 1 910 846 - 803 730 - - - - - - -
Stage 2 794 729 - 782 846 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 9.5 10.9 6 0

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1545 - - 704 981 615 1592 - -
HCM Lane V/C Ratio 0.045 - - 0.055 0.122 0.013 - - -
HCM Control Delay (s) 7.4 - - 10.4 9.2 10.9 0 - -
HCM Lane LOS A - - B A B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.2 0.4 0 0 - -
"i f+
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 573 0 162 372 432 0 0 680 197 Future Volume (veh/h) 0 0 0 573 0 162 372 432 0 0 680 197 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 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 371 308 151 384 445 0 0 701 162
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 546 363 178 419 2156 0 0 1200 521
Arrive On Green 0.31 0.31 0.31 0.16 0.41 0.00 0.00 0.34 0.34 Sat Flow, veh/h 1781 1184 581 1781 3647 0 0 3647 1543
Grp Volume(v), veh/h 371 0 459 384 445 0 0 701 162
Grp Sat Flow(s),veh/h/ln 1781 0 1765 1781 1777 0 0 1777 1543 Q Serve(g_s), s 25.5 0.0 34.1 29.7 11.4 0.0 0.0 22.8 10.9 Cycle Q Clear(g_c), s 25.5 0.0 34.1 29.7 11.4 0.0 0.0 22.8 10.9 Prop In Lane 1.00 0.33 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 546 0 541 419 2156 0 0 1200 521
V/C Ratio(X) 0.68 0.00 0.85 0.92 0.21 0.00 0.00 0.58 0.31 Avail Cap(c_a), veh/h 789 0 782 471 2156 0 0 1200 521
HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.95 0.95 0.00 0.00 0.80 0.80 Uniform Delay (d), s/veh 42.6 0.0 45.5 57.6 19.7 0.0 0.0 38.2 34.3 Incr Delay (d2), s/veh 2.1 0.0 7.3 22.5 0.2 0.0 0.0 1.7 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.0 16.0 16.3 5.0 0.0 0.0 10.1 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 0.0 52.8 80.1 19.9 0.0 0.0 39.9 35.5 LnGrp LOS D A D F B A A D D
Approach Vol, veh/h 830 829 863
Approach Delay, s/veh 49.2 47.8 39.1
Approach LOS D D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 91.0 37.6 53.4 49.0
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 65.8 * 37 24.1 62.0
Max Q Clear Time (g_c+I1), s 13.4 31.7 24.8 36.1
Green Ext Time (p_c), s 3.0 1.2 0.0 6.7
Intersection Summary
HCM 6th Ctrl Delay 45.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampAM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 142 4 469 0 0 0 0 660 463 232 1030 0 Future Volume (veh/h) 142 4 469 0 0 0 0 660 463 232 1030 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 149 4 346 0 695 389 244 1084 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 299 8 421 1 1980 863 267 2632 0
Arrive On Green 0.17 0.17 0.17 0.00 0.56 0.56 0.30 1.00 0.00 Sat Flow, veh/h 1737 47 2790 1781 3554 1548 1781 3647 0 Grp Volume(v), veh/h 153 0 346 0 695 389 244 1084 0
Grp Sat Flow(s),veh/h/ln1784 0 1395 1781 1777 1548 1781 1777 0 Q Serve(g_s), s 10.9 0.0 19.8 0.0 15.1 20.8 18.5 0.0 0.0 Cycle Q Clear(g_c), s 10.9 0.0 19.8 0.0 15.1 20.8 18.5 0.0 0.0 Prop In Lane 0.97 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 307 0 421 1 1980 863 267 2632 0
V/C Ratio(X) 0.50 0.00 0.82 0.00 0.35 0.45 0.91 0.41 0.00 Avail Cap(c_a), veh/h 548 0 797 25 1980 863 305 2632 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.68 0.68 0.00 Uniform Delay (d), s/veh 52.5 0.0 78.4 0.0 17.1 18.3 48.2 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 4.1 0.0 0.5 1.7 23.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.0 0.0 0.2 0.0 6.1 7.6 8.7 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.7 0.0 82.5 0.0 17.5 20.0 71.9 0.3 0.0 LnGrp LOS D A F A B C E A A
Approach Vol, veh/h 499 1084 1328
Approach Delay, s/veh 73.7 18.4 13.5
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s25.7 84.1 30.2 0.0 109.8
Change Period (Y+Rc), s* 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s* 24 56.1 43.0 2.0 79.8
Max Q Clear Time (g_c+I1), s20.5 22.8 21.8 0.0 2.0
Green Ext Time (p_c), s 0.5 14.1 2.3 0.0 9.8
Intersection Summary
HCM 6th Ctrl Delay 25.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,,.,, ---
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 22 111 226 18 20 69 844 199 8 1324 19 Future Volume (veh/h) 12 22 111 226 18 20 69 844 199 8 1324 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 24 99 251 20 20 77 938 199 9 1471 19 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 57 105 139 334 83 83 110 2267 479 28 2590 33 Arrive On Green 0.09 0.09 0.09 0.10 0.10 0.10 0.06 0.54 0.54 0.02 0.50 0.50 Sat Flow, veh/h 646 1192 1585 3456 858 858 1781 4199 887 1781 5193 67 Grp Volume(v), veh/h 37 0 99 251 0 40 77 760 377 9 964 526 Grp Sat Flow(s),veh/h/ln1838 0 1585 1728 0 1716 1781 1702 1682 1781 1702 1856 Q Serve(g_s), s 1.9 0.0 6.1 7.1 0.0 2.2 4.2 13.2 13.3 0.5 19.8 19.8 Cycle Q Clear(g_c), s 1.9 0.0 6.1 7.1 0.0 2.2 4.2 13.2 13.3 0.5 19.8 19.8 Prop In Lane 0.35 1.00 1.00 0.50 1.00 0.53 1.00 0.04
Lane Grp Cap(c), veh/h 162 0 139 334 0 166 110 1838 908 28 1698 926 V/C Ratio(X) 0.23 0.00 0.71 0.75 0.00 0.24 0.70 0.41 0.42 0.33 0.57 0.57 Avail Cap(c_a), veh/h 175 0 151 536 0 266 143 1838 908 134 1698 926 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.4 0.0 44.4 44.0 0.0 41.8 46.0 13.6 13.6 48.7 17.5 17.5 Incr Delay (d2), s/veh 0.7 0.0 13.3 3.4 0.0 0.7 9.9 0.7 1.4 6.7 1.4 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 2.9 3.2 0.0 0.9 2.1 4.7 4.8 0.3 7.3 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 0.0 57.7 47.4 0.0 42.5 55.9 14.3 15.0 55.4 18.9 20.1 LnGrp LOS D A E D A D E B B E B C
Approach Vol, veh/h 136 291 1214 1499
Approach Delay, s/veh 53.7 46.8 17.2 19.5
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.0 60.5 15.3 12.2 56.4 16.2
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 42 9.5 8.0 41.5 15.5
Max Q Clear Time (g_c+I1), s2.5 15.3 8.1 6.2 21.8 9.1
Green Ext Time (p_c), s 0.0 21.3 0.1 0.0 9.5 0.6
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 1: N Rancho Santa Fe & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 739 218 195 444 378 428
Future Volume (veh/h) 0 739 218 195 444 378 428
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 762 180 201 458 390 350
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1211 518 260 2074 597 889
Arrive On Green 0.34 0.34 0.15 0.58 0.17 0.17
Sat Flow, veh/h 3647 1520 1781 3647 3456 2790
Grp Volume(v), veh/h 762 180 201 458 390 350
Grp Sat Flow(s),veh/h/ln 1777 1520 1781 1777 1728 1395
Q Serve(g_s), s 9.3 4.6 5.6 3.2 5.4 5.1
Cycle Q Clear(g_c), s 9.3 4.6 5.6 3.2 5.4 5.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1211 518 260 2074 597 889
V/C Ratio(X) 0.63 0.35 0.77 0.22 0.65 0.39
Avail Cap(c_a), veh/h 2433 1041 724 3533 2406 2350
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 14.3 12.7 21.2 5.1 19.9 13.7
Incr Delay (d2), s/veh 0.4 0.3 1.8 0.0 0.5 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 2.9 1.3 2.2 0.7 1.9 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.7 13.0 23.1 5.2 20.4 13.8
LnGrp LOS B B C A C B
Approach Vol, veh/h 942 659 740
Approach Delay, s/veh 14.4 10.6 17.3
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 36.3 12.6 23.7 15.4
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 21.0 * 35 36.0
Max Q Clear Time (g_c+I1), s 5.2 7.6 11.3 7.4
Green Ext Time (p_c), s 2.5 0.2 4.5 1.5
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 Conditions 2: N Pacific St & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1152 27 0 692 0 70
Future Volume (vph) 1152 27 0 692 0 70
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3523 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3523 3539 1611
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 1188 28 0 713 0 72
RTOR Reduction (vph) 1 0 0 0 0 65
Lane Group Flow (vph) 1215 0 0 713 0 7
Confl. Peds. (#/hr) 12
Confl. Bikes (#/hr) 3
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 48.1 37.7 7.1
Effective Green, g (s) 48.1 37.7 7.1
Actuated g/C Ratio 0.61 0.48 0.09
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 2164 1703 146
v/s Ratio Prot c0.34 0.20 c0.00
v/s Ratio Perm
v/c Ratio 0.56 0.42 0.04
Uniform Delay, d1 8.9 13.2 32.5
Progression Factor 1.00 0.25 1.00
Incremental Delay, d2 0.3 0.2 0.1
Delay (s) 9.2 3.5 32.6
Level of Service A A C
Approach Delay (s) 9.2 3.5 32.6
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 78.3 Sum of lost time (s) 22.1 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 Conditions 3: W Mission Rd & N Pacific St PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 49 1186 605 46 35 35
Future Volume (vph) 49 1186 605 46 35 35
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3495 1770 1532
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3495 1770 1532
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 54 1318 672 51 39 39
RTOR Reduction (vph) 0 0 4 0 0 36
Lane Group Flow (vph) 54 1318 719 0 39 3
Confl. Peds. (#/hr) 2 22
Confl. Bikes (#/hr) 7
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 4.5 48.1 37.7 6.9 6.9
Effective Green, g (s) 4.5 48.1 37.7 6.9 6.9
Actuated g/C Ratio 0.06 0.61 0.48 0.09 0.09
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 101 2174 1682 155 135
v/s Ratio Prot 0.03 c0.37 0.21 c0.02
v/s Ratio Perm 0.00
v/c Ratio 0.53 0.61 0.43 0.25 0.03
Uniform Delay, d1 35.9 9.3 13.3 33.3 32.6
Progression Factor 1.42 0.25 1.00 1.00 1.00
Incremental Delay, d2 4.7 0.4 0.2 0.6 0.1
Delay (s) 55.6 2.8 13.4 33.9 32.7
Level of Service E A B C C
Approach Delay (s) 4.9 13.4 33.3
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 8.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 78.3 Sum of lost time (s) 22.1 Intersection Capacity Utilization 56.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 4: N Rancho Santa Fe & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 25 130 86 27 31 203 772 112 21 376 25 Future Volume (veh/h) 14 25 130 86 27 31 203 772 112 21 376 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 26 108 90 28 26 211 804 106 22 392 23 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 33 406 337 115 492 404 175 969 128 64 838 49 Arrive On Green 0.02 0.22 0.22 0.06 0.26 0.26 0.10 0.31 0.31 0.04 0.25 0.25 Sat Flow, veh/h 1781 1870 1552 1781 1870 1533 1781 3141 414 1781 3406 199 Grp Volume(v), veh/h 15 26 108 90 28 26 211 455 455 22 204 211 Grp Sat Flow(s),veh/h/ln1781 1870 1552 1781 1870 1533 1781 1777 1778 1781 1777 1828 Q Serve(g_s), s 0.5 0.7 3.6 3.0 0.7 0.8 6.0 14.6 14.6 0.7 6.0 6.0 Cycle Q Clear(g_c), s 0.5 0.7 3.6 3.0 0.7 0.8 6.0 14.6 14.6 0.7 6.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.23 1.00 0.11
Lane Grp Cap(c), veh/h 33 406 337 115 492 404 175 548 548 64 437 450 V/C Ratio(X) 0.46 0.06 0.32 0.78 0.06 0.06 1.21 0.83 0.83 0.35 0.47 0.47 Avail Cap(c_a), veh/h 146 917 761 146 917 752 175 584 584 204 613 631 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.7 19.0 20.2 28.2 16.9 16.9 27.6 19.7 19.7 28.8 19.6 19.7 Incr Delay (d2), s/veh 9.6 0.1 0.5 18.9 0.0 0.1 135.1 9.3 9.3 3.2 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 1.2 1.8 0.3 0.3 8.9 6.6 6.6 0.3 2.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.4 19.1 20.7 47.1 16.9 17.0 162.6 29.0 29.0 32.0 20.4 20.4 LnGrp LOS D B C D B B F C C C C C
Approach Vol, veh/h 149 144 1121 437
Approach Delay, s/veh 22.3 35.8 54.2 21.0
Approach LOS C D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.2 25.3 8.0 19.8 12.0 21.5 5.1 22.6 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.1 5.0 30.0 6.0 21.1 5.0 30.0 Max Q Clear Time (g_c+I1), s2.7 16.6 5.0 5.6 8.0 8.0 2.5 2.8 Green Ext Time (p_c), s 0.0 1.8 0.0 0.5 0.0 1.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 42.3
HCM 6th LOS D
HCM 6th TWSC Near-Term Year 2025 Conditions
5: N Pacific St & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 7.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 72 2 71 3 3 2 94 23 3 1 38 2
Future Vol, veh/h 72 2 71 3 3 2 94 23 3 1 38 2
Conflicting Peds, #/hr 0 0 2 0 0 1 0 0 3 0 0 4
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 85 2 84 4 4 2 111 27 4 1 45 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 307 308 52 347 307 33 51 0 0 34 0 0 Stage 1 52 52 - 254 254 - - - - - - -
Stage 2 255 256 - 93 53 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 645 606 1016 607 607 1041 1555 - - 1578 - - Stage 1 961 852 - 750 697 - - - - - - -
Stage 2 749 696 - 914 851 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 602 558 1010 522 559 1037 1549 - - 1573 - - Mov Cap-2 Maneuver 602 558 - 522 559 - - - - - - -
Stage 1 889 848 - 695 645 - - - - - - -
Stage 2 689 644 - 834 847 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.5 11 5.9 0.2

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1549 - - 602 988 613 1573 - -
HCM Lane V/C Ratio 0.071 - - 0.141 0.087 0.015 0.001 - - HCM Control Delay (s) 7.5 - - 12 9 11 7.3 0 -
HCM Lane LOS A - - B A B A A -
HCM 95th %tile Q(veh) 0.2 - - 0.5 0.3 0 0 - -
"i f+
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 323 24 217 571 740 0 0 451 202 Future Volume (veh/h) 0 0 0 323 24 217 571 740 0 0 451 202 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 289 103 208 607 787 0 0 480 171
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 373 116 234 636 2499 0 0 1111 496
Arrive On Green 0.21 0.21 0.21 0.71 1.00 0.00 0.00 0.31 0.31 Sat Flow, veh/h 1781 552 1115 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 289 0 311 607 787 0 0 480 171
Grp Sat Flow(s),veh/h/ln 1781 0 1668 1781 1777 0 0 1777 1585 Q Serve(g_s), s 21.4 0.0 25.4 42.9 0.0 0.0 0.0 15.0 11.6 Cycle Q Clear(g_c), s 21.4 0.0 25.4 42.9 0.0 0.0 0.0 15.0 11.6 Prop In Lane 1.00 0.67 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 373 0 350 636 2499 0 0 1111 496
V/C Ratio(X) 0.77 0.00 0.89 0.95 0.31 0.00 0.00 0.43 0.34 Avail Cap(c_a), veh/h 420 0 393 865 2499 0 0 1111 496
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.85 0.85 0.00 0.00 0.91 0.91 Uniform Delay (d), s/veh 52.2 0.0 53.8 19.0 0.0 0.0 0.0 38.2 37.1 Incr Delay (d2), s/veh 8.7 0.0 20.8 18.2 0.3 0.0 0.0 1.1 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.5 0.0 12.7 11.7 0.1 0.0 0.0 6.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.9 0.0 74.6 37.2 0.3 0.0 0.0 39.3 38.8 LnGrp LOS E A E D A A A D D
Approach Vol, veh/h 600 1394 651
Approach Delay, s/veh 68.0 16.4 39.2
Approach LOS E B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 104.6 54.7 49.9 35.4
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 94.8 * 68 22.1 33.0
Max Q Clear Time (g_c+I1), s 2.0 44.9 17.0 27.4
Green Ext Time (p_c), s 6.1 5.1 3.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 33.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampPM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 4 382 0 0 0 0 1024 485 104 656 0 Future Volume (veh/h) 250 4 382 0 0 0 0 1024 485 104 656 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 258 4 275 0 1056 400 107 676 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 309 5 431 1 2237 968 131 2619 0
Arrive On Green 0.18 0.18 0.18 0.00 0.63 0.63 0.15 1.00 0.00 Sat Flow, veh/h 1755 27 2790 1781 3554 1538 1781 3647 0 Grp Volume(v), veh/h 262 0 275 0 1056 400 107 676 0
Grp Sat Flow(s),veh/h/ln1783 0 1395 1781 1777 1538 1781 1777 0 Q Serve(g_s), s 19.9 0.0 15.9 0.0 21.9 18.2 8.1 0.0 0.0 Cycle Q Clear(g_c), s 19.9 0.0 15.9 0.0 21.9 18.2 8.1 0.0 0.0 Prop In Lane 0.98 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 314 0 431 1 2237 968 131 2619 0
V/C Ratio(X) 0.84 0.00 0.64 0.00 0.47 0.41 0.81 0.26 0.00 Avail Cap(c_a), veh/h 573 0 837 25 2237 968 254 2619 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.70 0.70 0.00 Uniform Delay (d), s/veh 55.7 0.0 81.5 0.0 13.7 13.0 58.7 0.0 0.0 Incr Delay (d2), s/veh 5.8 0.0 1.6 0.0 0.7 1.3 16.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.5 0.0 0.1 0.0 8.5 6.3 4.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 0.0 83.1 0.0 14.4 14.3 75.0 0.2 0.0 LnGrp LOS E A F A B B E A A
Approach Vol, veh/h 537 1456 783
Approach Delay, s/veh 72.6 14.4 10.4
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s15.0 94.2 30.7 0.0 109.3
Change Period (Y+Rc), s* 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s* 20 58.1 45.0 2.0 77.8
Max Q Clear Time (g_c+I1), s10.1 23.9 21.9 0.0 2.0
Green Ext Time (p_c), s 0.4 20.8 2.7 0.0 5.0
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,,.,, ---
HCM 6th Signalized Intersection Summary Near-Term Year 2025 Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 36 95 229 29 39 55 1617 320 20 1056 36 Future Volume (veh/h) 18 36 95 229 29 39 55 1617 320 20 1056 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 36 77 231 29 35 56 1633 291 20 1067 32 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 49 99 127 308 69 83 93 2450 433 52 2782 83
Arrive On Green 0.08 0.08 0.08 0.09 0.09 0.09 0.05 0.57 0.57 0.03 0.55 0.55 Sat Flow, veh/h 613 1226 1579 3456 772 931 1781 4335 767 1781 5090 153 Grp Volume(v), veh/h 54 0 77 231 0 64 56 1280 644 20 713 386 Grp Sat Flow(s),veh/h/ln1840 0 1579 1728 0 1703 1781 1702 1698 1781 1702 1839 Q Serve(g_s), s 3.1 0.0 5.2 7.2 0.0 3.9 3.4 28.8 29.3 1.2 13.2 13.2 Cycle Q Clear(g_c), s 3.1 0.0 5.2 7.2 0.0 3.9 3.4 28.8 29.3 1.2 13.2 13.2 Prop In Lane 0.33 1.00 1.00 0.55 1.00 0.45 1.00 0.08
Lane Grp Cap(c), veh/h 148 0 127 308 0 152 93 1924 960 52 1861 1005 V/C Ratio(X) 0.37 0.00 0.61 0.75 0.00 0.42 0.60 0.67 0.67 0.39 0.38 0.38 Avail Cap(c_a), veh/h 159 0 136 487 0 240 130 1924 960 121 1861 1005 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.9 0.0 48.9 48.9 0.0 47.4 51.0 16.7 16.8 52.4 14.3 14.3 Incr Delay (d2), s/veh 1.5 0.0 6.7 3.7 0.0 1.9 6.1 1.8 3.7 4.6 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 0.0 2.3 3.2 0.0 1.7 1.6 10.5 11.1 0.6 4.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 0.0 55.6 52.6 0.0 49.3 57.2 18.5 20.5 57.1 14.9 15.4 LnGrp LOS D A E D A D E B C E B B
Approach Vol, veh/h 131 295 1980 1119
Approach Delay, s/veh 53.0 51.9 20.2 15.8
Approach LOS D D C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.7 68.7 15.3 11.7 66.6 16.3
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 52 9.5 8.0 51.5 15.5
Max Q Clear Time (g_c+I1), s3.2 31.3 7.2 5.4 15.2 9.2
Green Ext Time (p_c), s 0.0 20.3 0.1 0.0 7.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
Capalina Development
Local Transportation Analysis
Appendix G - LOS Calculation Worksheets –
Near-Term Year 2025 Base with Project
Conditions
C R
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 1: N Rancho Santa Fe & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 520 268 184 368 227 151
Future Volume (veh/h) 0 520 268 184 368 227 151
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 559 194 198 396 244 113
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 971 417 289 1941 605 941
Arrive On Green 0.27 0.27 0.16 0.55 0.17 0.17
Sat Flow, veh/h 3647 1526 1781 3647 3456 2790
Grp Volume(v), veh/h 559 194 198 396 244 113
Grp Sat Flow(s),veh/h/ln 1777 1526 1781 1777 1728 1395
Q Serve(g_s), s 6.1 4.8 4.7 2.6 2.8 1.3
Cycle Q Clear(g_c), s 6.1 4.8 4.7 2.6 2.8 1.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 971 417 289 1941 605 941
V/C Ratio(X) 0.58 0.47 0.69 0.20 0.40 0.12
Avail Cap(c_a), veh/h 2783 1195 828 4041 2752 2675
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 14.2 13.7 17.8 5.2 16.6 10.3
Incr Delay (d2), s/veh 0.4 0.6 1.1 0.0 0.2 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 1.4 1.7 0.5 0.9 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 14.3 18.9 5.3 16.7 10.4
LnGrp LOS B B B A B B
Approach Vol, veh/h 753 594 357
Approach Delay, s/veh 14.5 9.8 14.7
Approach LOS B A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 30.8 12.3 18.5 14.4
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 21.0 * 35 36.0
Max Q Clear Time (g_c+I1), s 4.6 6.7 8.1 4.8
Green Ext Time (p_c), s 2.1 0.2 3.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 with Project Conditions 2: N Pacific St & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 590 48 0 593 0 61
Future Volume (vph) 590 48 0 593 0 61
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 0.99 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3490 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3490 3539 1611
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph) 694 56 0 698 0 72
RTOR Reduction (vph) 4 0 0 0 0 66
Lane Group Flow (vph) 746 0 0 698 0 6
Confl. Peds. (#/hr) 8
Confl. Bikes (#/hr) 5
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 33.8 27.0 5.0
Effective Green, g (s) 33.8 27.0 5.0
Actuated g/C Ratio 0.53 0.42 0.08
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1854 1502 126
v/s Ratio Prot c0.21 c0.20 c0.00
v/s Ratio Perm
v/c Ratio 0.40 0.46 0.04
Uniform Delay, d1 8.9 13.1 27.1
Progression Factor 1.00 0.32 1.00
Incremental Delay, d2 0.1 0.2 0.1
Delay (s) 9.0 4.4 27.2
Level of Service A A C
Approach Delay (s) 9.0 4.4 27.2
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 7.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 63.6 Sum of lost time (s) 22.1 Intersection Capacity Utilization 31.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 with Project Conditions 3: W Mission Rd & N Pacific St AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 18 538 540 27 70 39
Future Volume (vph) 18 538 540 27 70 39
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3508 1770 1555
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3508 1770 1555
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 20 604 607 30 79 44
RTOR Reduction (vph) 0 0 2 0 0 38
Lane Group Flow (vph) 20 604 635 0 79 6
Confl. Peds. (#/hr) 10 8
Confl. Bikes (#/hr) 5
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 0.9 33.8 27.0 8.6 8.6
Effective Green, g (s) 0.9 33.8 27.0 8.6 8.6
Actuated g/C Ratio 0.01 0.53 0.42 0.14 0.14
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 25 1880 1489 239 210
v/s Ratio Prot 0.01 c0.17 c0.18 c0.04
v/s Ratio Perm 0.00
v/c Ratio 0.80 0.32 0.43 0.33 0.03
Uniform Delay, d1 31.3 8.4 12.9 24.9 23.9
Progression Factor 1.42 0.20 1.00 1.00 1.00
Incremental Delay, d2 93.2 0.1 0.2 0.6 0.0
Delay (s) 137.5 1.8 13.1 25.5 23.9
Level of Service F A B C C
Approach Delay (s) 6.1 13.1 24.9
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 63.6 Sum of lost time (s) 22.1 Intersection Capacity Utilization 36.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 4: N Rancho Santa Fe & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 26 229 119 17 33 175 348 124 20 436 19 Future Volume (veh/h) 10 26 229 119 17 33 175 348 124 20 436 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 27 193 125 18 27 184 366 117 21 459 18 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 25 391 319 136 507 428 233 874 275 60 817 32 Arrive On Green 0.01 0.21 0.21 0.08 0.27 0.27 0.13 0.33 0.33 0.03 0.23 0.23 Sat Flow, veh/h 1781 1870 1529 1781 1870 1576 1781 2633 827 1781 3477 136 Grp Volume(v), veh/h 11 27 193 125 18 27 184 245 238 21 234 243 Grp Sat Flow(s),veh/h/ln1781 1870 1529 1781 1870 1576 1781 1777 1684 1781 1777 1836 Q Serve(g_s), s 0.4 0.8 7.5 4.6 0.5 0.8 6.6 7.0 7.2 0.8 7.6 7.7 Cycle Q Clear(g_c), s 0.4 0.8 7.5 4.6 0.5 0.8 6.6 7.0 7.2 0.8 7.6 7.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.49 1.00 0.07
Lane Grp Cap(c), veh/h 25 391 319 136 507 428 233 590 559 60 417 431 V/C Ratio(X) 0.45 0.07 0.60 0.92 0.04 0.06 0.79 0.42 0.43 0.35 0.56 0.56 Avail Cap(c_a), veh/h 136 855 699 136 855 721 244 590 559 190 490 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 20.8 23.5 30.1 17.6 17.7 27.6 17.0 17.1 31.0 22.1 22.1 Incr Delay (d2), s/veh 12.1 0.1 1.8 53.8 0.0 0.1 15.2 0.5 0.5 3.4 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 2.7 3.9 0.2 0.3 3.5 2.6 2.5 0.4 3.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.2 20.9 25.3 84.0 17.6 17.8 42.9 17.5 17.6 34.4 23.3 23.3 LnGrp LOS D C C F B B D B B C C C
Approach Vol, veh/h 231 170 667 498
Approach Delay, s/veh 25.7 66.4 24.5 23.8
Approach LOS C E C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.2 28.2 9.0 20.2 14.6 21.8 4.9 24.3 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.1 5.0 30.0 9.0 18.1 5.0 30.0 Max Q Clear Time (g_c+I1), s2.8 9.2 6.6 9.5 8.6 9.7 2.4 2.8 Green Ext Time (p_c), s 0.0 2.0 0.0 0.8 0.0 1.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C
HCM 6th TWSC Near-Term Year 2025 with Project Conditions 5: N Pacific St & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 7.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 52 5 98 3 4 0 60 12 2 0 49 0
Future Vol, veh/h 52 5 98 3 4 0 60 12 2 0 49 0
Conflicting Peds, #/hr 0 0 0 0 0 4 0 0 3 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 60 6 114 3 5 0 70 14 2 0 57 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 220 217 58 275 216 22 58 0 0 19 0 0 Stage 1 58 58 - 158 158 - - - - - - -
Stage 2 162 159 - 117 58 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 736 681 1008 677 682 1055 1546 - - 1597 - - Stage 1 954 847 - 844 767 - - - - - - -
Stage 2 840 766 - 888 847 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 704 648 1007 574 649 1048 1545 - - 1592 - - Mov Cap-2 Maneuver 704 648 - 574 649 - - - - - - -
Stage 1 910 846 - 803 730 - - - - - - -
Stage 2 794 729 - 782 846 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 9.7 10.9 6 0

HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1545 - - 704 981 615 1592 - -
HCM Lane V/C Ratio 0.045 - - 0.086 0.122 0.013 - - -
HCM Control Delay (s) 7.4 - - 10.6 9.2 10.9 0 - -
HCM Lane LOS A - - B A B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.3 0.4 0 0 - -
"i f+
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 573 0 164 372 437 0 0 695 206 Future Volume (veh/h) 0 0 0 573 0 164 372 437 0 0 695 206 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 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 371 308 151 384 451 0 0 716 169
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 546 363 178 419 2156 0 0 1200 521
Arrive On Green 0.31 0.31 0.31 0.16 0.41 0.00 0.00 0.34 0.34 Sat Flow, veh/h 1781 1184 581 1781 3647 0 0 3647 1543
Grp Volume(v), veh/h 371 0 459 384 451 0 0 716 169
Grp Sat Flow(s),veh/h/ln 1781 0 1765 1781 1777 0 0 1777 1543 Q Serve(g_s), s 25.5 0.0 34.1 29.7 11.5 0.0 0.0 23.4 11.4 Cycle Q Clear(g_c), s 25.5 0.0 34.1 29.7 11.5 0.0 0.0 23.4 11.4 Prop In Lane 1.00 0.33 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 546 0 541 419 2156 0 0 1200 521
V/C Ratio(X) 0.68 0.00 0.85 0.92 0.21 0.00 0.00 0.60 0.32 Avail Cap(c_a), veh/h 789 0 782 471 2156 0 0 1200 521
HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.94 0.94 0.00 0.00 0.77 0.77 Uniform Delay (d), s/veh 42.6 0.0 45.5 57.6 19.8 0.0 0.0 38.4 34.5 Incr Delay (d2), s/veh 2.1 0.0 7.3 22.3 0.2 0.0 0.0 1.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.0 16.0 16.3 5.1 0.0 0.0 10.3 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 0.0 52.8 79.9 20.0 0.0 0.0 40.1 35.7 LnGrp LOS D A D E B A A D D
Approach Vol, veh/h 830 835 885
Approach Delay, s/veh 49.2 47.5 39.3
Approach LOS D D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 91.0 37.6 53.4 49.0
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 65.8 * 37 24.1 62.0
Max Q Clear Time (g_c+I1), s 13.5 31.7 25.4 36.1
Green Ext Time (p_c), s 3.1 1.2 0.0 6.7
Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampAM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 144 4 469 0 0 0 0 662 463 241 1036 0 Future Volume (veh/h) 144 4 469 0 0 0 0 662 463 241 1036 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 152 4 346 0 697 389 254 1091 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 299 8 421 1 1962 855 276 2632 0
Arrive On Green 0.17 0.17 0.17 0.00 0.55 0.55 0.31 1.00 0.00 Sat Flow, veh/h 1738 46 2790 1781 3554 1548 1781 3647 0 Grp Volume(v), veh/h 156 0 346 0 697 389 254 1091 0
Grp Sat Flow(s),veh/h/ln1783 0 1395 1781 1777 1548 1781 1777 0 Q Serve(g_s), s 11.1 0.0 19.8 0.0 15.3 21.0 19.3 0.0 0.0 Cycle Q Clear(g_c), s 11.1 0.0 19.8 0.0 15.3 21.0 19.3 0.0 0.0 Prop In Lane 0.97 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 307 0 421 1 1962 855 276 2632 0
V/C Ratio(X) 0.51 0.00 0.82 0.00 0.36 0.46 0.92 0.41 0.00 Avail Cap(c_a), veh/h 548 0 797 25 1962 855 305 2632 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.67 0.67 0.00 Uniform Delay (d), s/veh 52.6 0.0 78.4 0.0 17.5 18.8 47.5 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 4.1 0.0 0.5 1.7 24.6 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln5.1 0.0 0.2 0.0 6.2 7.7 9.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 0.0 82.4 0.0 18.0 20.5 72.1 0.3 0.0 LnGrp LOS D A F A B C E A A
Approach Vol, veh/h 502 1086 1345
Approach Delay, s/veh 73.6 18.9 13.9
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s26.4 83.4 30.2 0.0 109.8
Change Period (Y+Rc), s* 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s* 24 56.1 43.0 2.0 79.8
Max Q Clear Time (g_c+I1), s21.3 23.0 21.8 0.0 2.0
Green Ext Time (p_c), s 0.4 14.1 2.3 0.0 9.9
Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,,.,, ---
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 12 22 111 226 18 20 69 844 199 8 1324 19 Future Volume (veh/h) 12 22 111 226 18 20 69 844 199 8 1324 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 13 24 99 251 20 20 77 938 199 9 1471 19 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 57 105 139 334 83 83 110 2267 479 28 2590 33 Arrive On Green 0.09 0.09 0.09 0.10 0.10 0.10 0.06 0.54 0.54 0.02 0.50 0.50 Sat Flow, veh/h 646 1192 1585 3456 858 858 1781 4199 887 1781 5193 67 Grp Volume(v), veh/h 37 0 99 251 0 40 77 760 377 9 964 526 Grp Sat Flow(s),veh/h/ln1838 0 1585 1728 0 1716 1781 1702 1682 1781 1702 1856 Q Serve(g_s), s 1.9 0.0 6.1 7.1 0.0 2.2 4.2 13.2 13.3 0.5 19.8 19.8 Cycle Q Clear(g_c), s 1.9 0.0 6.1 7.1 0.0 2.2 4.2 13.2 13.3 0.5 19.8 19.8 Prop In Lane 0.35 1.00 1.00 0.50 1.00 0.53 1.00 0.04
Lane Grp Cap(c), veh/h 162 0 139 334 0 166 110 1838 908 28 1698 926 V/C Ratio(X) 0.23 0.00 0.71 0.75 0.00 0.24 0.70 0.41 0.42 0.33 0.57 0.57 Avail Cap(c_a), veh/h 175 0 151 536 0 266 143 1838 908 134 1698 926 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.4 0.0 44.4 44.0 0.0 41.8 46.0 13.6 13.6 48.7 17.5 17.5 Incr Delay (d2), s/veh 0.7 0.0 13.3 3.4 0.0 0.7 9.9 0.7 1.4 6.7 1.4 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.9 0.0 2.9 3.2 0.0 0.9 2.1 4.7 4.8 0.3 7.3 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.2 0.0 57.7 47.4 0.0 42.5 55.9 14.3 15.0 55.4 18.9 20.1 LnGrp LOS D A E D A D E B B E B C
Approach Vol, veh/h 136 291 1214 1499
Approach Delay, s/veh 53.7 46.8 17.2 19.5
Approach LOS D D B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s8.0 60.5 15.3 12.2 56.4 16.2
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 42 9.5 8.0 41.5 15.5
Max Q Clear Time (g_c+I1), s2.5 15.3 8.1 6.2 21.8 9.1
Green Ext Time (p_c), s 0.0 21.3 0.1 0.0 9.5 0.6
Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
HCM 6th TWSC Near-Term Year 2025 with Project Conditions 9: Capalina Rd & Project Drwy #1 AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 7 149 104 0 10 15
Future Vol, veh/h 7 149 104 0 10 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 8 162 113 0 11 16
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 113 0 - 0 291 113
Stage 1 - - - - 113 -
Stage 2 - - - - 178 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1476 - - - 700 940
Stage 1 - - - - 912 -
Stage 2 - - - - 853 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1476 - - - 696 940
Mov Cap-2 Maneuver - - - - 696 -
Stage 1 - - - - 907 -
Stage 2 - - - - 853 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.5

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1476 - - - 824
HCM Lane V/C Ratio 0.005 - - - 0.033
HCM Control Delay (s) 7.5 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC Near-Term Year 2025 with Project Conditions 10: Capalina Rd & Project Drwy #2 AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 7 152 89 0 10 15
Future Vol, veh/h 7 152 89 0 10 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 8 165 97 0 11 16
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 97 0 - 0 278 97
Stage 1 - - - - 97 -
Stage 2 - - - - 181 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1496 - - - 712 959
Stage 1 - - - - 927 -
Stage 2 - - - - 850 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1496 - - - 708 959
Mov Cap-2 Maneuver - - - - 708 -
Stage 1 - - - - 921 -
Stage 2 - - - - 850 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.4

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1496 - - - 840
HCM Lane V/C Ratio 0.005 - - - 0.032
HCM Control Delay (s) 7.4 0 - - 9.4
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 1: N Rancho Santa Fe & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 739 223 217 444 380 428
Future Volume (veh/h) 0 739 223 217 444 380 428
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 762 184 224 458 392 350
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1200 513 281 2096 594 919
Arrive On Green 0.34 0.34 0.16 0.59 0.17 0.17
Sat Flow, veh/h 3647 1519 1781 3647 3456 2790
Grp Volume(v), veh/h 762 184 224 458 392 350
Grp Sat Flow(s),veh/h/ln 1777 1519 1781 1777 1728 1395
Q Serve(g_s), s 9.6 4.8 6.4 3.2 5.6 5.1
Cycle Q Clear(g_c), s 9.6 4.8 6.4 3.2 5.6 5.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1200 513 281 2096 594 919
V/C Ratio(X) 0.64 0.36 0.80 0.22 0.66 0.38
Avail Cap(c_a), veh/h 2312 989 741 3455 2353 2339
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 14.8 13.2 21.5 5.1 20.4 13.6
Incr Delay (d2), s/veh 0.4 0.3 2.0 0.0 0.5 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 3.1 1.4 2.5 0.7 2.0 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.2 13.5 23.5 5.1 20.9 13.7
LnGrp LOS B B C A C B
Approach Vol, veh/h 946 682 742
Approach Delay, s/veh 14.9 11.2 17.5
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 37.3 13.3 24.0 15.6
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 22.0 * 34 36.0
Max Q Clear Time (g_c+I1), s 5.2 8.4 11.6 7.6
Green Ext Time (p_c), s 2.5 0.2 4.5 1.5
Intersection Summary
HCM 6th Ctrl Delay 14.6
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 with Project Conditions 2: N Pacific St & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1152 27 0 714 0 81
Future Volume (vph) 1152 27 0 714 0 81
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 1.00 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3523 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3523 3539 1611
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 1188 28 0 736 0 84
RTOR Reduction (vph) 1 0 0 0 0 76
Lane Group Flow (vph) 1215 0 0 736 0 8
Confl. Peds. (#/hr) 12
Confl. Bikes (#/hr) 3
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 47.8 37.4 7.1
Effective Green, g (s) 47.8 37.4 7.1
Actuated g/C Ratio 0.61 0.48 0.09
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 2158 1696 146
v/s Ratio Prot c0.34 0.21 c0.00
v/s Ratio Perm
v/c Ratio 0.56 0.43 0.05
Uniform Delay, d1 8.9 13.3 32.4
Progression Factor 1.00 0.25 1.00
Incremental Delay, d2 0.3 0.2 0.1
Delay (s) 9.3 3.4 32.5
Level of Service A A C
Approach Delay (s) 9.3 3.4 32.5
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 8.1 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.49
Actuated Cycle Length (s) 78.0 Sum of lost time (s) 22.1 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Near-Term Year 2025 with Project Conditions 3: W Mission Rd & N Pacific St PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 49 1197 627 46 35 35
Future Volume (vph) 49 1197 627 46 35 35
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3496 1770 1532
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3496 1770 1532
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 54 1330 697 51 39 39
RTOR Reduction (vph) 0 0 4 0 0 36
Lane Group Flow (vph) 54 1330 744 0 39 3
Confl. Peds. (#/hr) 2 22
Confl. Bikes (#/hr) 7
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 4.5 47.8 37.4 6.9 6.9
Effective Green, g (s) 4.5 47.8 37.4 6.9 6.9
Actuated g/C Ratio 0.06 0.61 0.48 0.09 0.09
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 102 2168 1676 156 135
v/s Ratio Prot 0.03 c0.38 0.21 c0.02
v/s Ratio Perm 0.00
v/c Ratio 0.53 0.61 0.44 0.25 0.03
Uniform Delay, d1 35.7 9.4 13.4 33.1 32.5
Progression Factor 1.40 0.26 1.00 1.00 1.00
Incremental Delay, d2 4.3 0.5 0.2 0.6 0.1
Delay (s) 54.4 2.9 13.6 33.8 32.5
Level of Service D A B C C
Approach Delay (s) 4.9 13.6 33.1
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 8.8 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 78.0 Sum of lost time (s) 22.1 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 4: N Rancho Santa Fe & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 25 130 98 27 33 203 772 139 48 376 25 Future Volume (veh/h) 14 25 130 98 27 33 203 772 139 48 376 25 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 15 26 108 102 28 26 211 804 130 50 392 23 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 33 393 326 130 496 406 165 910 147 114 920 54 Arrive On Green 0.02 0.21 0.21 0.07 0.26 0.26 0.09 0.30 0.30 0.06 0.27 0.27 Sat Flow, veh/h 1781 1870 1551 1781 1870 1533 1781 3045 492 1781 3406 199 Grp Volume(v), veh/h 15 26 108 102 28 26 211 469 465 50 204 211 Grp Sat Flow(s),veh/h/ln1781 1870 1551 1781 1870 1533 1781 1777 1761 1781 1777 1829 Q Serve(g_s), s 0.5 0.7 3.8 3.6 0.7 0.8 6.0 16.3 16.3 1.7 6.1 6.2 Cycle Q Clear(g_c), s 0.5 0.7 3.8 3.6 0.7 0.8 6.0 16.3 16.3 1.7 6.1 6.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.11
Lane Grp Cap(c), veh/h 33 393 326 130 496 406 165 531 526 114 480 494 V/C Ratio(X) 0.46 0.07 0.33 0.78 0.06 0.06 1.28 0.88 0.88 0.44 0.42 0.43 Avail Cap(c_a), veh/h 138 867 719 138 867 711 165 552 547 193 579 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.4 20.5 21.7 29.5 17.7 17.8 29.4 21.6 21.6 29.2 19.5 19.5 Incr Delay (d2), s/veh 9.8 0.1 0.6 23.6 0.0 0.1 163.3 15.3 15.4 2.6 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.3 1.3 2.3 0.3 0.3 9.8 8.1 8.1 0.8 2.3 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.3 20.5 22.3 53.1 17.8 17.8 192.6 36.9 37.0 31.8 20.1 20.1 LnGrp LOS D C C D B B F D D C C C
Approach Vol, veh/h 149 156 1145 465
Approach Delay, s/veh 23.9 40.9 65.6 21.3
Approach LOS C D E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.2 25.7 8.7 20.1 12.0 23.9 5.2 23.6 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.1 5.0 30.0 6.0 21.1 5.0 30.0 Max Q Clear Time (g_c+I1), s3.7 18.3 5.6 5.8 8.0 8.2 2.5 2.8 Green Ext Time (p_c), s 0.0 1.0 0.0 0.5 0.0 1.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 49.6
HCM 6th LOS D
HCM 6th TWSC Near-Term Year 2025 with Project Conditions 5: N Pacific St & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 7.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 83 2 71 3 3 2 94 23 3 1 38 2
Future Vol, veh/h 83 2 71 3 3 2 94 23 3 1 38 2
Conflicting Peds, #/hr 0 0 2 0 0 1 0 0 3 0 0 4
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 98 2 84 4 4 2 111 27 4 1 45 2
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 307 308 52 347 307 33 51 0 0 34 0 0 Stage 1 52 52 - 254 254 - - - - - - -
Stage 2 255 256 - 93 53 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 645 606 1016 607 607 1041 1555 - - 1578 - - Stage 1 961 852 - 750 697 - - - - - - -
Stage 2 749 696 - 914 851 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 602 558 1010 522 559 1037 1549 - - 1573 - - Mov Cap-2 Maneuver 602 558 - 522 559 - - - - - - -
Stage 1 889 848 - 695 645 - - - - - - -
Stage 2 689 644 - 834 847 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.6 11 5.9 0.2

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1549 - - 602 988 613 1573 - -
HCM Lane V/C Ratio 0.071 - - 0.162 0.087 0.015 0.001 - - HCM Control Delay (s) 7.5 - - 12.1 9 11 7.3 0 -
HCM Lane LOS A - - B A B A A -
HCM 95th %tile Q(veh) 0.2 - - 0.6 0.3 0 0 - -
"i f+
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 323 24 227 571 757 0 0 460 206 Future Volume (veh/h) 0 0 0 323 24 227 571 757 0 0 460 206 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 293 97 217 607 805 0 0 489 174
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 377 109 243 636 2492 0 0 1104 493
Arrive On Green 0.21 0.21 0.21 0.71 1.00 0.00 0.00 0.31 0.31 Sat Flow, veh/h 1781 513 1148 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 293 0 314 607 805 0 0 489 174
Grp Sat Flow(s),veh/h/ln 1781 0 1662 1781 1777 0 0 1777 1585 Q Serve(g_s), s 21.7 0.0 25.7 42.9 0.0 0.0 0.0 15.4 11.9 Cycle Q Clear(g_c), s 21.7 0.0 25.7 42.9 0.0 0.0 0.0 15.4 11.9 Prop In Lane 1.00 0.69 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 377 0 352 636 2492 0 0 1104 493
V/C Ratio(X) 0.78 0.00 0.89 0.95 0.32 0.00 0.00 0.44 0.35 Avail Cap(c_a), veh/h 420 0 392 865 2492 0 0 1104 493
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 0.92 0.92 Uniform Delay (d), s/veh 52.1 0.0 53.6 19.0 0.0 0.0 0.0 38.6 37.4 Incr Delay (d2), s/veh 8.9 0.0 21.4 18.0 0.3 0.0 0.0 1.2 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.7 0.0 12.8 11.7 0.1 0.0 0.0 6.8 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.0 0.0 75.1 37.1 0.3 0.0 0.0 39.7 39.2 LnGrp LOS E A E D A A A D D
Approach Vol, veh/h 607 1412 663
Approach Delay, s/veh 68.3 16.1 39.6
Approach LOS E B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 104.3 54.7 49.6 35.7
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 94.8 * 68 22.1 33.0
Max Q Clear Time (g_c+I1), s 2.0 44.9 17.4 27.7
Green Ext Time (p_c), s 6.3 5.1 2.9 1.9
Intersection Summary
HCM 6th Ctrl Delay 33.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampPM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 259 4 382 0 0 0 0 1031 485 109 660 0 Future Volume (veh/h) 259 4 382 0 0 0 0 1031 485 109 660 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 267 4 275 0 1063 400 112 680 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 318 5 445 1 2209 956 137 2601 0
Arrive On Green 0.18 0.18 0.18 0.00 0.62 0.62 0.15 1.00 0.00 Sat Flow, veh/h 1756 26 2790 1781 3554 1538 1781 3647 0 Grp Volume(v), veh/h 271 0 275 0 1063 400 112 680 0
Grp Sat Flow(s),veh/h/ln1783 0 1395 1781 1777 1538 1781 1777 0 Q Serve(g_s), s 20.6 0.0 15.9 0.0 22.6 18.6 8.5 0.0 0.0 Cycle Q Clear(g_c), s 20.6 0.0 15.9 0.0 22.6 18.6 8.5 0.0 0.0 Prop In Lane 0.99 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 323 0 445 1 2209 956 137 2601 0
V/C Ratio(X) 0.84 0.00 0.62 0.00 0.48 0.42 0.82 0.26 0.00 Avail Cap(c_a), veh/h 573 0 837 25 2209 956 254 2601 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.70 0.70 0.00 Uniform Delay (d), s/veh 55.4 0.0 80.7 0.0 14.3 13.6 58.3 0.0 0.0 Incr Delay (d2), s/veh 5.8 0.0 1.4 0.0 0.8 1.3 16.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.8 0.0 0.1 0.0 8.9 6.5 4.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.2 0.0 82.1 0.0 15.1 14.9 74.4 0.2 0.0 LnGrp LOS E A F A B B E A A
Approach Vol, veh/h 546 1463 792
Approach Delay, s/veh 71.7 15.0 10.7
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s15.4 93.1 31.4 0.0 108.6
Change Period (Y+Rc), s* 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s* 20 58.1 45.0 2.0 77.8
Max Q Clear Time (g_c+I1), s10.5 24.6 22.6 0.0 2.0
Green Ext Time (p_c), s 0.4 20.6 2.8 0.0 5.1
Intersection Summary
HCM 6th Ctrl Delay 24.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,,.,, ---
HCM 6th Signalized Intersection Summary Near-Term Year 2025 with Project Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 18 36 95 229 29 39 55 1617 320 20 1056 36 Future Volume (veh/h) 18 36 95 229 29 39 55 1617 320 20 1056 36 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 18 36 76 231 29 35 56 1633 291 20 1067 32 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 49 99 127 308 69 83 93 2450 433 52 2783 83
Arrive On Green 0.08 0.08 0.08 0.09 0.09 0.09 0.05 0.57 0.57 0.03 0.55 0.55 Sat Flow, veh/h 613 1226 1579 3456 772 931 1781 4335 767 1781 5090 153 Grp Volume(v), veh/h 54 0 76 231 0 64 56 1280 644 20 713 386 Grp Sat Flow(s),veh/h/ln1840 0 1579 1728 0 1703 1781 1702 1698 1781 1702 1839 Q Serve(g_s), s 3.1 0.0 5.1 7.2 0.0 3.9 3.4 28.8 29.3 1.2 13.2 13.2 Cycle Q Clear(g_c), s 3.1 0.0 5.1 7.2 0.0 3.9 3.4 28.8 29.3 1.2 13.2 13.2 Prop In Lane 0.33 1.00 1.00 0.55 1.00 0.45 1.00 0.08
Lane Grp Cap(c), veh/h 148 0 127 308 0 152 93 1924 960 52 1861 1005 V/C Ratio(X) 0.37 0.00 0.60 0.75 0.00 0.42 0.60 0.67 0.67 0.39 0.38 0.38 Avail Cap(c_a), veh/h 159 0 136 487 0 240 130 1924 960 121 1861 1005 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.9 0.0 48.9 48.9 0.0 47.4 51.0 16.7 16.8 52.4 14.3 14.3 Incr Delay (d2), s/veh 1.5 0.0 6.3 3.7 0.0 1.9 6.1 1.8 3.7 4.6 0.6 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.5 0.0 2.2 3.2 0.0 1.7 1.6 10.5 11.1 0.6 4.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.4 0.0 55.1 52.6 0.0 49.3 57.2 18.5 20.5 57.1 14.9 15.4 LnGrp LOS D A E D A D E B C E B B
Approach Vol, veh/h 130 295 1980 1119
Approach Delay, s/veh 52.8 51.9 20.2 15.8
Approach LOS D D C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.7 68.7 15.3 11.7 66.6 16.3
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 52 9.5 8.0 51.5 15.5
Max Q Clear Time (g_c+I1), s3.2 31.3 7.1 5.4 15.2 9.2
Green Ext Time (p_c), s 0.0 20.3 0.1 0.0 7.9 0.6
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
HCM 6th TWSC Near-Term Year 2025 with Project Conditions 9: Capalina Rd & Project Drwy #1 PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 27 177 122 0 6 8
Future Vol, veh/h 27 177 122 0 6 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 29 192 133 0 7 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 133 0 - 0 383 133
Stage 1 - - - - 133 -
Stage 2 - - - - 250 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1452 - - - 620 916
Stage 1 - - - - 893 -
Stage 2 - - - - 792 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1452 - - - 606 916
Mov Cap-2 Maneuver - - - - 606 -
Stage 1 - - - - 873 -
Stage 2 - - - - 792 -
Approach EB WB SB
HCM Control Delay, s 1 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1452 - - - 751
HCM Lane V/C Ratio 0.02 - - - 0.02
HCM Control Delay (s) 7.5 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.1
HCM 6th TWSC Near-Term Year 2025 with Project Conditions 10: Capalina Rd & Project Drwy #2 PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 27 156 114 0 6 8
Future Vol, veh/h 27 156 114 0 6 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 29 170 124 0 7 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 124 0 - 0 352 124
Stage 1 - - - - 124 -
Stage 2 - - - - 228 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1463 - - - 646 927
Stage 1 - - - - 902 -
Stage 2 - - - - 810 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1463 - - - 632 927
Mov Cap-2 Maneuver - - - - 632 -
Stage 1 - - - - 882 -
Stage 2 - - - - 810 -
Approach EB WB SB
HCM Control Delay, s 1.1 0 9.8

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1463 - - - 772
HCM Lane V/C Ratio 0.02 - - - 0.02
HCM Control Delay (s) 7.5 - - - 9.8
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.1
t f+
Capalina Development
Local Transportation Analysis
Appendix H - Transportation Forecast
Information Center (TFIC) Volumes and
Horizon Year 2050 Volume Development
C R
Existing Volumes
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N S E W N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg N S E W N S E W NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N Rancho Santa Fe & W Mission Rd 218 140 502 256 152 335 0 358 487 758 0 13,279 16,378 0 0 16,800 24,400 21,300 0% 127% 149% 138% 0 453 726 1044 0 95 239 286 46 0 49 0 0 0 0 155 131 114 125 0 264 0 189 0 0 0 0 657 387 266 460 0 2: N Pacific St (west) & W Mission Rd 42 561 48 528 0 42 528 609 0 1,219 17,900 16,378 0 2,000 24,000 24,400 0% 164% 134% 149% 0 69 708 907 0 27 180 298 14 0 13 0 0 0 0 134 164 94 86 0 0 0 55 0 0 0 0 695 212 0 614 0 3: N Pacific St (east) & W Mission Rd 70 39 18 490 475 27 109 0 502 508 0 17,900 17,900 1,700 0 22,300 24,000 110% 0% 125% 134% 120 0 625 681 11 0 123 173 0 0 0 5 0 6 81 92 0 0 68 55 0 0 0 75 0 45 99 582 0 0 543 82 4: N Rancho Santa Fe & Capalina Rd 175 333 117 12 399 19 10 26 229 95 17 28 430 625 140 265 13,279 18,803 4,262 0 16,800 22,400 4,300 0 127% 119% 101% 110% 544 745 141 292 114 120 1 27 39 45 36 35 41 38 10 8 9 0 0 0 214 378 153 47 440 57 20 34 238 95 17 28 5: N Pacific St & Capalina Rd 60 12 2 49 33 5 98 3 4 49 74 7 136 1,219 5,481 0 4,262 2,000 5,100 0 4,300 164% 132% 110% 101% 80 98 8 137 31 24 1 1 6 11 7 10 12 9 0 0 0 0 0 0 66 23 9 0 61 0 33 5 98 3 4 0 6: Ranch Santa Fe & SR-78 WB Ramps 353 418 648 191 572 0 161 839 771 733 0 18,803 26,785 9,800 6,900 22,400 30,400 7,100 7,100 119% 113% 110% 110% 1000 875 806 0 161 104 73 0 34 37 34 53 55 53 0 0 0 24 23 25 387 455 0 0 703 244 0 0 0 596 0 186 7: Ranch Santa Fe & SR-78 EB Ramps 628 460 228 1001 140 4 456 1229 1088 0 600 26,785 35,911 8,900 7,800 30,400 37,400 7,500 8,100 113% 110% 110% 110% 1395 1197 0 660 166 109 0 60 36 37 36 55 55 55 20 20 20 0 0 0 0 665 496 283 1056 0 160 24 476 0 0 0 8: N Las Posas Rd & Descanso Ave 69 765 141 8 1172 19 12 22 111 169 18 20 1199 975 207 145 22,000 29,900 5,832 3,626 23,600 37,100 11,200 2,800 107% 124% 192% 110% 1286 1210 398 160 87 235 191 15 63 62 110 39 25 22 4 7 4 69 62 60 132 827 251 47 1197 41 16 29 115 238 80 80 Existing Movement Volume Directional volume (Leg) Existing ADT Future ADT Leg Growth Future Directional Growth Caltran Ramp Data
City ADT Data
Based on adjacent ADT
Future Directional Volume Movement Growth Future Movement 11 I I I I I I I I I I 11 I I l 111 j I I I 11 I I I 111111111111111111111 I I I I I I I I I I I ,;;:,' .. . . ~-
"llll ~~,· e.: 1+mu uee+i'B&Hn 1+ Forecast Year 2050 (Scenario ID 459) ., :' - R"" E. I Enter J Single MGRA number between 1-
23•
002
. L___________ o

0.5 - 2-?~ legend
MGRA:11:z•1
----- ❖ , •• /
MGRA: 11316
• - . "'
MORA, 11601 ,• .,, M<l,RA.1U1'
TAZ:191
• • • 11 MGRA 1H07
,..~,9 • • ..:'.cS> ·-. . •.

3. MGRA:11'69
1 MGRA·1'n7 TA:1!;~0
'='r ,.,, ::

IIGAA;IUU ~= Z:IXI - ' '"'~
Horizon AM Unbalanced

DATE TIME INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N Rancho Santa Fe & W Mission Rd 270 0 190 0 0 0 0 660 390 270 460 0 2: N Pacific St (west) & W Mission Rd 0 0 60 0 0 0 0 700 220 0 620 0 3: N Pacific St (east) & W Mission Rd 0 0 0 80 0 50 100 590 0 0 550 90 4: N Rancho Santa Fe & Capalina Rd 220 380 160 50 440 60 20 40 240 100 20 30 5: N Pacific St & Capalina Rd 70 30 10 0 70 0 40 10 100 10 10 0 6: Ranch Santa Fe & SR-78 WB Ramps 390 460 0 0 710 250 0 0 0 600 0 190 7: Ranch Santa Fe & SR-78 EB Ramps 0 670 500 290 1060 0 160 30 480 0 0 0 8: N Las Posas Rd & Descanso Ave 140 830 260 50 1200 50 20 30 120 240 80 80 Existing Volumes
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR N S E W N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg N Leg S Leg E Leg W Leg N S E W N S E W NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N Rancho Santa Fe & W Mission Rd 366 399 702 212 179 420 0 765 599 914 0 13,279 16,378 0 0 16,800 24,400 21,300 0% 127% 149% 138% 0 968 892 1259 0 203 293 345 98 0 105 0 0 0 0 187 158 140 153 0 464 0 504 0 0 0 0 889 370 319 573 0 2: N Pacific St (west) & W Mission Rd 70 1086 27 652 0 70 652 1113 0 1,219 17,900 16,378 0 2,000 24,000 24,400 0% 164% 134% 149% 0 115 874 1658 0 45 222 545 24 0 21 0 0 0 0 245 300 116 106 0 0 0 91 0 0 0 0 1331 327 0 758 0 3: N Pacific St (east) & W Mission Rd 35 35 49 1120 565 46 70 0 611 1169 0 17,900 17,900 1,700 0 22,300 24,000 110% 0% 125% 134% 77 0 761 1567 7 0 150 398 0 0 0 3 0 4 187 211 0 0 82 68 0 0 0 38 0 39 236 1331 0 0 647 114 4: N Rancho Santa Fe & Capalina Rd 203 731 112 21 354 25 14 25 130 86 27 31 400 1046 144 169 13,279 18,803 4,262 0 16,800 22,400 4,300 0 127% 119% 101% 110% 506 1246 145 186 106 200 1 17 65 75 60 32 38 35 6 5 6 0 0 0 268 806 172 53 392 60 20 30 136 86 27 31 5: N Pacific St & Capalina Rd 94 23 3 1 38 2 72 2 71 3 3 2 41 120 8 145 1,219 5,481 0 4,262 2,000 5,100 0 4,300 164% 132% 110% 101% 67 159 9 146 26 39 1 1 10 17 11 8 10 8 0 0 0 0 0 0 104 40 14 9 48 10 72 2 71 3 3 2 6: Ranch Santa Fe & SR-78 WB Ramps 556 702 432 200 319 24 213 632 1258 556 0 18,803 26,785 9,800 6,900 22,400 30,400 7,100 7,100 119% 113% 110% 110% 753 1428 612 0 121 170 56 0 55 60 55 40 41 40 0 0 0 19 18 19 611 762 0 0 473 240 0 0 0 338 42 232 7: Ranch Santa Fe & SR-78 EB Ramps 977 482 102 634 244 4 358 736 1459 0 606 26,785 35,911 8,900 7,800 30,400 37,400 7,500 8,100 113% 110% 110% 110% 835 1605 0 667 99 146 0 61 48 50 48 33 33 33 21 20 20 0 0 0 0 1027 530 135 667 0 265 24 378 0 0 0 8: N Las Posas Rd & Descanso Ave 55 1441 251 20 956 36 18 36 95 183 29 39 1012 1747 251 149 22,000 29,900 5,832 3,626 23,600 37,100 11,200 2,800 107% 124% 192% 110% 1086 2168 482 164 74 421 231 15 113 110 198 33 22 19 4 7 4 84 74 73 168 1551 449 53 978 55 22 43 99 267 103 112 Existing Movement Volume Directional volume (Leg) Existing ADT Future ADT Leg Growth Future Directional Growth Caltran Ramp Data
City ADT Data
Based on adjacent ADT
Future Directional Volume Movement Growth Future Movement 11 I I I I I I I I I I 11 I I l 111 j I I I 11 I I I 111111111111111111111 I I I I I I I I I I I •.
'fa
M G RA: 1,S22J ' ll'.Z: 1611
MGRA.18221 •' ~ ..
-' Forecas.tYear2050 {Scenario1D459) .,.
~f E. ~ Enlu ~ Singl1 MGRA number b1twHn 1·
23,002
L____ o
legend
. • ..-----7
-"· . --· I . • J --
.,~,nw, ,·• / ,' - • -- _: MGRA: 11230 ' • • • • •TAZ:. l9S m ~ ~s ..
911 - •• ,,;t Tl',Z:918 ,... •• • • 1. f • MGl(A 1H07
~. lilGRA; 1U38 M.~ TAZ 930
Horizon PM Unbalanced

DATE TIME INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 1: N Rancho Santa Fe & W Mission Rd 470 0 510 0 0 0 0 890 370 320 580 0 2: N Pacific St (west) & W Mission Rd 0 0 100 0 0 0 0 1340 330 0 760 0 3: N Pacific St (east) & W Mission Rd 0 0 0 40 0 40 240 1340 0 0 650 120 4: N Rancho Santa Fe & Capalina Rd 270 810 180 60 400 60 20 30 140 90 30 40 5: N Pacific St & Capalina Rd 110 40 20 10 50 10 80 10 80 10 10 10 6: Ranch Santa Fe & SR-78 WB Ramps 620 770 0 0 480 240 0 0 0 340 50 240 7: Ranch Santa Fe & SR-78 EB Ramps 0 1030 530 140 670 0 270 30 380 0 0 0 8: N Las Posas Rd & Descanso Ave 170 1560 450 60 980 60 30 50 100 270 110 120 Capalina Development
Local Transportation Analysis
Appendix I - LOS Calculation Worksheets –
Horizon Year 2050 Conditions
C R
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 1: N Rancho Santa Fe & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 660 330 220 440 270 190
Future Volume (veh/h) 0 660 330 220 440 270 190
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 695 278 232 463 284 140
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1116 480 292 2061 563 912
Arrive On Green 0.31 0.31 0.16 0.58 0.16 0.16
Sat Flow, veh/h 3647 1529 1781 3647 3456 2790
Grp Volume(v), veh/h 695 278 232 463 284 140
Grp Sat Flow(s),veh/h/ln 1777 1529 1781 1777 1728 1395
Q Serve(g_s), s 8.2 7.5 6.1 3.1 3.7 1.7
Cycle Q Clear(g_c), s 8.2 7.5 6.1 3.1 3.7 1.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1116 480 292 2061 563 912
V/C Ratio(X) 0.62 0.58 0.79 0.22 0.50 0.15
Avail Cap(c_a), veh/h 2495 1074 800 3728 2539 2507
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 14.3 14.1 19.7 5.0 18.7 11.7
Incr Delay (d2), s/veh 0.4 0.8 1.9 0.0 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 2.1 2.3 0.6 1.3 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.8 14.9 21.6 5.0 19.0 11.7
LnGrp LOS B B C A B B
Approach Vol, veh/h 973 695 424
Approach Delay, s/veh 14.8 10.5 16.6
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 34.5 13.0 21.5 14.5
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 22.0 * 34 36.0
Max Q Clear Time (g_c+I1), s 5.1 8.1 10.2 5.7
Green Ext Time (p_c), s 2.5 0.3 4.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 Conditions 2: N Pacific St & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 740 110 0 660 0 80
Future Volume (vph) 740 110 0 660 0 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 0.98 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3454 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3454 3539 1611
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph) 871 129 0 776 0 94
RTOR Reduction (vph) 8 0 0 0 0 85
Lane Group Flow (vph) 992 0 0 776 0 9
Confl. Peds. (#/hr) 8
Confl. Bikes (#/hr) 5
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 40.6 30.5 6.7
Effective Green, g (s) 40.6 30.5 6.7
Actuated g/C Ratio 0.56 0.42 0.09
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1944 1497 149
v/s Ratio Prot c0.29 0.22 c0.01
v/s Ratio Perm
v/c Ratio 0.51 0.52 0.06
Uniform Delay, d1 9.7 15.4 29.8
Progression Factor 1.00 0.28 1.00
Incremental Delay, d2 0.2 0.3 0.2
Delay (s) 9.9 4.6 30.0
Level of Service A A C
Approach Delay (s) 9.9 4.6 30.0
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 8.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 72.1 Sum of lost time (s) 22.1 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 Conditions 3: W Mission Rd & N Pacific St AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 40 780 610 60 80 50
Future Volume (vph) 40 780 610 60 80 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3479 1770 1554
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3479 1770 1554
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 45 876 685 67 90 56
RTOR Reduction (vph) 0 0 5 0 0 49
Lane Group Flow (vph) 45 876 747 0 90 7
Confl. Peds. (#/hr) 10 8
Confl. Bikes (#/hr) 5
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 4.2 40.6 30.5 8.6 8.6
Effective Green, g (s) 4.2 40.6 30.5 8.6 8.6
Actuated g/C Ratio 0.06 0.56 0.42 0.12 0.12
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 103 1992 1471 211 185
v/s Ratio Prot 0.03 c0.25 c0.21 c0.05
v/s Ratio Perm 0.00
v/c Ratio 0.44 0.44 0.51 0.43 0.04
Uniform Delay, d1 32.8 9.1 15.3 29.5 28.1
Progression Factor 1.42 0.20 1.00 1.00 1.00
Incremental Delay, d2 2.6 0.1 0.3 1.0 0.1
Delay (s) 49.3 1.9 15.6 30.5 28.1
Level of Service D A B C C
Approach Delay (s) 4.3 15.6 29.6
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 72.1 Sum of lost time (s) 22.1 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 4: N Rancho Santa Fe & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 30 240 110 20 40 200 400 140 50 460 40 Future Volume (veh/h) 20 30 240 110 20 40 200 400 140 50 460 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 32 202 116 21 34 211 421 132 53 484 38 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 43 396 324 148 507 427 258 808 250 116 749 59 Arrive On Green 0.02 0.21 0.21 0.08 0.27 0.27 0.15 0.31 0.31 0.06 0.23 0.23 Sat Flow, veh/h 1781 1870 1529 1781 1870 1576 1781 2643 818 1781 3322 260 Grp Volume(v), veh/h 21 32 202 116 21 34 211 281 272 53 258 264 Grp Sat Flow(s),veh/h/ln1781 1870 1529 1781 1870 1576 1781 1777 1684 1781 1777 1805 Q Serve(g_s), s 0.8 0.9 8.2 4.4 0.6 1.1 7.9 8.9 9.1 2.0 9.0 9.1 Cycle Q Clear(g_c), s 0.8 0.9 8.2 4.4 0.6 1.1 7.9 8.9 9.1 2.0 9.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.49 1.00 0.14
Lane Grp Cap(c), veh/h 43 396 324 148 507 427 258 543 515 116 401 407 V/C Ratio(X) 0.49 0.08 0.62 0.78 0.04 0.08 0.82 0.52 0.53 0.46 0.64 0.65 Avail Cap(c_a), veh/h 130 820 670 182 874 737 286 600 568 182 496 504 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 21.6 24.5 30.8 18.4 18.6 28.4 19.6 19.7 30.8 24.0 24.1 Incr Delay (d2), s/veh 8.4 0.1 2.0 16.3 0.0 0.1 15.4 0.8 0.8 2.8 2.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.4 2.9 2.4 0.2 0.4 4.2 3.4 3.3 0.9 3.7 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 21.7 26.5 47.1 18.4 18.7 43.7 20.4 20.5 33.7 26.0 26.1 LnGrp LOS D C C D B B D C C C C C
Approach Vol, veh/h 255 171 764 575
Approach Delay, s/veh 27.1 37.9 26.9 26.8
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.4 27.3 9.7 21.0 15.9 21.8 5.6 25.0 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 23.1 7.0 30.0 11.0 19.1 5.0 32.0 Max Q Clear Time (g_c+I1), s4.0 11.1 6.4 10.2 9.9 11.1 2.8 3.1 Green Ext Time (p_c), s 0.0 2.5 0.0 0.8 0.1 1.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 27.9
HCM 6th LOS C
HCM 6th TWSC Horizon Year 2050 Conditions
5: N Pacific St & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 10 110 10 10 10 70 30 10 10 90 10 Future Vol, veh/h 40 10 110 10 10 10 70 30 10 10 90 10
Conflicting Peds, #/hr 0 0 0 0 0 4 0 0 3 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 42 11 116 11 11 11 74 32 11 11 95 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 325 318 102 375 318 45 107 0 0 46 0 0 Stage 1 124 124 - 189 189 - - - - - - -
Stage 2 201 194 - 186 129 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 628 598 953 582 598 1025 1484 - - 1562 - - Stage 1 880 793 - 813 744 - - - - - - -
Stage 2 801 740 - 816 789 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 583 562 952 481 562 1018 1483 - - 1558 - - Mov Cap-2 Maneuver 583 562 - 481 562 - - - - - - -
Stage 1 835 786 - 770 705 - - - - - - -
Stage 2 739 701 - 701 782 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.2 11.1 4.8 0.7

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1483 - - 583 900 620 1558 - -
HCM Lane V/C Ratio 0.05 - - 0.072 0.14 0.051 0.007 - -
HCM Control Delay (s) 7.6 - - 11.7 9.7 11.1 7.3 0 -
HCM Lane LOS A - - B A B A A -
HCM 95th %tile Q(veh) 0.2 - - 0.2 0.5 0.2 0 - -
"i f+
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 660 10 210 390 480 0 0 700 220 Future Volume (veh/h) 0 0 0 660 10 210 390 480 0 0 700 220 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 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 442 343 194 402 495 0 0 722 182
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 629 396 224 437 1990 0 0 999 432
Arrive On Green 0.35 0.35 0.35 0.08 0.18 0.00 0.00 0.28 0.28 Sat Flow, veh/h 1781 1121 634 1781 3647 0 0 3647 1538
Grp Volume(v), veh/h 442 0 537 402 495 0 0 722 182
Grp Sat Flow(s),veh/h/ln 1781 0 1756 1781 1777 0 0 1777 1538 Q Serve(g_s), s 29.9 0.0 39.9 31.4 16.7 0.0 0.0 25.7 13.5 Cycle Q Clear(g_c), s 29.9 0.0 39.9 31.4 16.7 0.0 0.0 25.7 13.5 Prop In Lane 1.00 0.36 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 629 0 620 437 1990 0 0 999 432
V/C Ratio(X) 0.70 0.00 0.87 0.92 0.25 0.00 0.00 0.72 0.42 Avail Cap(c_a), veh/h 789 0 777 471 1990 0 0 999 432
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.91 0.91 0.00 0.00 0.76 0.76 Uniform Delay (d), s/veh 39.0 0.0 42.2 63.0 31.9 0.0 0.0 45.4 41.0 Incr Delay (d2), s/veh 2.6 0.0 9.3 22.5 0.3 0.0 0.0 3.5 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.5 0.0 18.8 17.8 8.0 0.0 0.0 11.6 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.6 0.0 51.6 85.5 32.2 0.0 0.0 48.9 43.3 LnGrp LOS D A D F C A A D D
Approach Vol, veh/h 979 897 904
Approach Delay, s/veh 47.0 56.1 47.7
Approach LOS D E D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 84.5 39.0 45.5 55.5
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 65.8 * 37 24.1 62.0
Max Q Clear Time (g_c+I1), s 18.7 33.4 27.7 41.9
Green Ext Time (p_c), s 3.4 0.9 0.0 7.5
Intersection Summary
HCM 6th Ctrl Delay 50.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampAM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 200 10 480 0 0 0 1 670 500 290 1070 0 Future Volume (veh/h) 200 10 480 0 0 0 1 670 500 290 1070 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 211 11 354 1 705 421 305 1126 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 266 14 440 1 1958 853 305 2608 0
Arrive On Green 0.16 0.16 0.16 0.00 0.55 0.55 0.23 0.98 0.00 Sat Flow, veh/h 1697 88 2790 1781 3554 1548 1781 3647 0 Grp Volume(v), veh/h 222 0 354 1 705 421 305 1126 0
Grp Sat Flow(s),veh/h/ln 1786 0 1395 1781 1777 1548 1781 1777 0 Q Serve(g_s), s 16.8 0.0 17.1 0.1 15.6 23.5 24.0 1.8 0.0 Cycle Q Clear(g_c), s 16.8 0.0 17.1 0.1 15.6 23.5 24.0 1.8 0.0 Prop In Lane 0.95 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 280 0 440 1 1958 853 305 2608 0
V/C Ratio(X) 0.79 0.00 0.81 0.79 0.36 0.49 1.00 0.43 0.00 Avail Cap(c_a), veh/h 548 0 858 25 1958 853 305 2608 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.54 0.54 0.00 Uniform Delay (d), s/veh 56.8 0.0 56.9 69.9 17.6 19.4 54.0 0.5 0.0 Incr Delay (d2), s/veh 5.0 0.0 3.5 157.6 0.5 2.0 37.5 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 0.0 12.9 0.1 6.3 8.7 13.3 0.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.8 0.0 60.4 227.6 18.1 21.4 91.6 0.8 0.0 LnGrp LOS E A E F B C F A A
Approach Vol, veh/h 576 1127 1431
Approach Delay, s/veh 61.0 19.6 20.1
Approach LOS E B C
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s 28.7 83.2 28.1 3.1 108.8
Change Period (Y+Rc), s * 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s * 24 56.1 43.0 2.0 79.8
Max Q Clear Time (g_c+I1), s 26.0 25.5 19.1 2.1 3.8
Green Ext Time (p_c), s 0.0 14.1 2.8 0.0 10.4
Intersection Summary
HCM 6th Ctrl Delay 27.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4 .,,.,,
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 30 120 240 30 30 100 860 220 20 1350 40 Future Volume (veh/h) 20 30 120 240 30 30 100 860 220 20 1350 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 32 101 253 32 29 105 905 209 21 1421 38 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 64 98 141 338 88 80 132 2155 495 55 2476 66
Arrive On Green 0.09 0.09 0.09 0.10 0.10 0.10 0.07 0.52 0.52 0.03 0.48 0.48 Sat Flow, veh/h 727 1107 1585 3456 904 819 1781 4125 948 1781 5109 137 Grp Volume(v), veh/h 53 0 101 253 0 61 105 746 368 21 947 512 Grp Sat Flow(s),veh/h/ln1834 0 1585 1728 0 1723 1781 1702 1669 1781 1702 1841 Q Serve(g_s), s 2.7 0.0 6.2 7.1 0.0 3.3 5.8 13.4 13.5 1.2 19.9 19.9 Cycle Q Clear(g_c), s 2.7 0.0 6.2 7.1 0.0 3.3 5.8 13.4 13.5 1.2 19.9 19.9 Prop In Lane 0.40 1.00 1.00 0.48 1.00 0.57 1.00 0.07
Lane Grp Cap(c), veh/h 163 0 141 338 0 169 132 1779 872 55 1650 892 V/C Ratio(X) 0.33 0.00 0.72 0.75 0.00 0.36 0.80 0.42 0.42 0.38 0.57 0.57 Avail Cap(c_a), veh/h 174 0 151 536 0 267 143 1779 872 134 1650 892 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.8 0.0 44.3 43.9 0.0 42.2 45.6 14.6 14.6 47.5 18.4 18.4 Incr Delay (d2), s/veh 1.1 0.0 14.2 3.3 0.0 1.3 25.0 0.7 1.5 4.3 1.5 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 3.0 3.2 0.0 1.5 3.4 4.8 4.9 0.6 7.4 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.9 0.0 58.5 47.2 0.0 43.5 70.5 15.3 16.1 51.8 19.9 21.1 LnGrp LOS D A E D A D E B B D B C
Approach Vol, veh/h 154 314 1219 1480
Approach Delay, s/veh 53.5 46.5 20.3 20.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.6 58.7 15.4 13.4 55.0 16.3
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 42 9.5 8.0 41.5 15.5
Max Q Clear Time (g_c+I1), s3.2 15.5 8.2 7.8 21.9 9.1
Green Ext Time (p_c), s 0.0 20.9 0.1 0.0 9.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 1: N Rancho Santa Fe & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 840 320 210 550 430 470
Future Volume (veh/h) 0 840 320 210 550 430 470
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 866 264 216 567 443 426
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1284 550 268 2125 639 936
Arrive On Green 0.36 0.36 0.15 0.60 0.18 0.18
Sat Flow, veh/h 3647 1522 1781 3647 3456 2790
Grp Volume(v), veh/h 866 264 216 567 443 426
Grp Sat Flow(s),veh/h/ln 1777 1522 1781 1777 1728 1395
Q Serve(g_s), s 11.9 7.8 6.8 4.4 7.0 7.0
Cycle Q Clear(g_c), s 11.9 7.8 6.8 4.4 7.0 7.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1284 550 268 2125 639 936
V/C Ratio(X) 0.67 0.48 0.81 0.27 0.69 0.46
Avail Cap(c_a), veh/h 2228 954 614 3146 2143 2150
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 15.7 14.3 23.8 5.6 22.1 15.1
Incr Delay (d2), s/veh 0.5 0.5 2.2 0.0 0.5 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 3.9 2.3 2.7 1.1 2.5 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.1 14.8 26.0 5.6 22.6 15.3
LnGrp LOS B B C A C B
Approach Vol, veh/h 1130 783 869
Approach Delay, s/veh 15.8 11.3 19.0
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.8 13.7 27.1 17.2
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 20.0 * 36 36.0
Max Q Clear Time (g_c+I1), s 6.4 8.8 13.9 9.0
Green Ext Time (p_c), s 3.2 0.2 5.4 1.8
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 Conditions 2: N Pacific St & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1240 70 0 760 0 130
Future Volume (vph) 1240 70 0 760 0 130
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 0.99 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3503 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3503 3539 1611
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 1278 72 0 784 0 134
RTOR Reduction (vph) 3 0 0 0 0 119
Lane Group Flow (vph) 1347 0 0 784 0 15
Confl. Peds. (#/hr) 12
Confl. Bikes (#/hr) 3
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 44.1 31.7 8.5
Effective Green, g (s) 44.1 31.7 8.5
Actuated g/C Ratio 0.57 0.41 0.11
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1985 1441 176
v/s Ratio Prot c0.38 0.22 c0.01
v/s Ratio Perm
v/c Ratio 0.68 0.54 0.08
Uniform Delay, d1 11.9 17.5 31.1
Progression Factor 1.00 0.24 1.00
Incremental Delay, d2 0.9 0.3 0.2
Delay (s) 12.8 4.6 31.4
Level of Service B A C
Approach Delay (s) 12.8 4.6 31.4
Approach LOS B A C
Intersection Summary
HCM 2000 Control Delay 11.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 77.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 Conditions 3: W Mission Rd & N Pacific St PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 70 1300 710 60 50 50
Future Volume (vph) 70 1300 710 60 50 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3489 1770 1532
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3489 1770 1532
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 78 1444 789 67 56 56
RTOR Reduction (vph) 0 0 5 0 0 50
Lane Group Flow (vph) 78 1444 851 0 56 6
Confl. Peds. (#/hr) 2 22
Confl. Bikes (#/hr) 7
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 6.5 44.1 31.7 9.0 9.0
Effective Green, g (s) 6.5 44.1 31.7 9.0 9.0
Actuated g/C Ratio 0.08 0.57 0.41 0.12 0.12
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 147 2006 1421 204 177
v/s Ratio Prot 0.04 c0.41 0.24 c0.03
v/s Ratio Perm 0.00
v/c Ratio 0.53 0.72 0.60 0.27 0.04
Uniform Delay, d1 34.2 12.3 18.1 31.4 30.5
Progression Factor 1.41 0.26 1.00 1.00 1.00
Incremental Delay, d2 2.9 1.0 0.7 0.5 0.1
Delay (s) 51.0 4.2 18.8 32.0 30.6
Level of Service D A B C C
Approach Delay (s) 6.6 18.8 31.3
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 11.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61
Actuated Cycle Length (s) 77.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 4: N Rancho Santa Fe & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 30 140 90 30 40 220 840 160 50 420 60 Future Volume (veh/h) 20 30 140 90 30 40 220 840 160 50 420 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 31 131 94 31 34 229 875 150 52 438 56 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 43 390 323 122 473 387 242 940 161 116 760 97 Arrive On Green 0.02 0.21 0.21 0.07 0.25 0.25 0.14 0.31 0.31 0.07 0.24 0.24 Sat Flow, veh/h 1781 1870 1551 1781 1870 1531 1781 3016 517 1781 3161 402 Grp Volume(v), veh/h 21 31 131 94 31 34 229 516 509 52 245 249 Grp Sat Flow(s),veh/h/ln1781 1870 1551 1781 1870 1531 1781 1777 1756 1781 1777 1786 Q Serve(g_s), s 0.8 0.9 4.8 3.4 0.8 1.1 8.4 18.6 18.6 1.9 8.0 8.1 Cycle Q Clear(g_c), s 0.8 0.9 4.8 3.4 0.8 1.1 8.4 18.6 18.6 1.9 8.0 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.22
Lane Grp Cap(c), veh/h 43 390 323 122 473 387 242 554 547 116 428 430 V/C Ratio(X) 0.49 0.08 0.41 0.77 0.07 0.09 0.94 0.93 0.93 0.45 0.57 0.58 Avail Cap(c_a), veh/h 256 849 704 256 849 695 242 554 547 189 500 502 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.8 21.1 22.6 30.3 18.8 18.9 28.3 22.1 22.1 29.8 22.1 22.2 Incr Delay (d2), s/veh 8.3 0.1 0.8 9.9 0.1 0.1 42.6 22.6 22.9 2.7 1.2 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.4 1.7 1.7 0.3 0.4 6.2 10.2 10.2 0.8 3.2 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.1 21.1 23.4 40.2 18.8 19.0 70.9 44.7 44.9 32.5 23.3 23.4 LnGrp LOS D C C D B B E D D C C C
Approach Vol, veh/h 183 159 1254 546
Approach Delay, s/veh 25.0 31.5 49.6 24.2
Approach LOS C C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.3 27.0 8.5 20.3 15.0 22.3 5.6 23.2 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.6 9.5 30.0 9.0 18.6 9.5 30.0 Max Q Clear Time (g_c+I1), s3.9 20.6 5.4 6.8 10.4 10.1 2.8 3.1 Green Ext Time (p_c), s 0.0 0.0 0.1 0.6 0.0 1.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 39.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th TWSC Horizon Year 2050 Conditions
5: N Pacific St & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 7.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 80 10 80 10 10 10 110 40 10 10 50 10 Future Vol, veh/h 80 10 80 10 10 10 110 40 10 10 50 10
Conflicting Peds, #/hr 0 0 2 0 0 1 0 0 3 0 0 4
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 84 11 84 11 11 11 116 42 11 11 53 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 377 373 65 413 373 52 68 0 0 56 0 0 Stage 1 85 85 - 283 283 - - - - - - -
Stage 2 292 288 - 130 90 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 580 557 999 549 557 1016 1533 - - 1549 - - Stage 1 923 824 - 724 677 - - - - - - -
Stage 2 716 674 - 874 820 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 527 507 993 461 507 1012 1527 - - 1545 - - Mov Cap-2 Maneuver 527 507 - 461 507 - - - - - - -
Stage 1 850 815 - 667 624 - - - - - - -
Stage 2 643 621 - 783 811 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 11.2 11.5 5.2 1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1527 - - 527 897 585 1545 - -
HCM Lane V/C Ratio 0.076 - - 0.16 0.106 0.054 0.007 - - HCM Control Delay (s) 7.6 - - 13.1 9.5 11.5 7.3 0 -
HCM Lane LOS A - - B A B A A -
HCM 95th %tile Q(veh) 0.2 - - 0.6 0.4 0.2 0 - -
"i f+
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 340 30 280 620 810 0 0 480 240 Future Volume (veh/h) 0 0 0 340 30 280 620 810 0 0 480 240 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 328 74 266 653 853 0 0 505 202
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 402 80 289 678 2443 0 0 971 433
Arrive On Green 0.23 0.23 0.23 0.76 1.00 0.00 0.00 0.27 0.27 Sat Flow, veh/h 1781 356 1281 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 328 0 340 653 853 0 0 505 202
Grp Sat Flow(s),veh/h/ln 1781 0 1638 1781 1777 0 0 1777 1585 Q Serve(g_s), s 24.5 0.0 28.4 45.9 0.0 0.0 0.0 16.9 14.9 Cycle Q Clear(g_c), s 24.5 0.0 28.4 45.9 0.0 0.0 0.0 16.9 14.9 Prop In Lane 1.00 0.78 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 402 0 369 678 2443 0 0 971 433
V/C Ratio(X) 0.82 0.00 0.92 0.96 0.35 0.00 0.00 0.52 0.47 Avail Cap(c_a), veh/h 420 0 386 865 2443 0 0 971 433
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.75 0.75 0.00 0.00 0.88 0.88 Uniform Delay (d), s/veh 51.5 0.0 53.0 15.8 0.0 0.0 0.0 43.1 42.4 Incr Delay (d2), s/veh 12.1 0.0 27.0 18.3 0.3 0.0 0.0 1.8 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.3 0.0 14.5 9.9 0.1 0.0 0.0 7.6 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.6 0.0 80.0 34.1 0.3 0.0 0.0 44.8 45.5 LnGrp LOS E A E C A A A D D
Approach Vol, veh/h 668 1506 707
Approach Delay, s/veh 71.9 15.0 45.0
Approach LOS E B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 102.3 58.0 44.4 37.7
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 94.8 * 68 22.1 33.0
Max Q Clear Time (g_c+I1), s 2.0 47.9 18.9 30.4
Green Ext Time (p_c), s 6.8 5.3 2.2 1.2
Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampPM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 290 10 400 0 0 0 1 1140 510 130 690 0 Future Volume (veh/h) 290 10 400 0 0 0 1 1140 510 130 690 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 299 10 288 1 1175 421 134 711 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 350 12 567 1 2086 902 159 2445 0
Arrive On Green 0.20 0.20 0.20 0.00 0.59 0.59 0.18 1.00 0.00 Sat Flow, veh/h 1726 58 2790 1781 3554 1537 1781 3647 0 Grp Volume(v), veh/h 309 0 288 1 1175 421 134 711 0
Grp Sat Flow(s),veh/h/ln 1784 0 1395 1781 1777 1537 1781 1777 0 Q Serve(g_s), s 23.4 0.0 12.8 0.1 28.6 21.8 10.2 0.0 0.0 Cycle Q Clear(g_c), s 23.4 0.0 12.8 0.1 28.6 21.8 10.2 0.0 0.0 Prop In Lane 0.97 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 362 0 567 1 2086 902 159 2445 0
V/C Ratio(X) 0.85 0.00 0.51 0.79 0.56 0.47 0.84 0.29 0.00 Avail Cap(c_a), veh/h 573 0 898 25 2086 902 254 2445 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.63 0.63 0.00 Uniform Delay (d), s/veh 53.8 0.0 49.5 69.9 17.8 16.4 56.5 0.0 0.0 Incr Delay (d2), s/veh 7.3 0.0 0.7 157.6 1.1 1.7 15.3 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.2 0.0 10.1 0.1 11.5 7.8 4.8 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.1 0.0 50.2 227.6 18.9 18.2 71.8 0.2 0.0 LnGrp LOS E A D F B B E A A
Approach Vol, veh/h 597 1597 845
Approach Delay, s/veh 55.8 18.9 11.5
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s 17.2 88.3 34.5 3.1 102.4
Change Period (Y+Rc), s * 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s * 20 58.1 45.0 2.0 77.8
Max Q Clear Time (g_c+I1), s 12.2 30.6 25.4 2.1 2.0
Green Ext Time (p_c), s 0.4 19.7 3.0 0.0 5.4
Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4 .,,.,,
HCM 6th Signalized Intersection Summary Horizon Year 2050 Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 50 110 230 50 70 70 1660 420 40 1080 60 Future Volume (veh/h) 80 50 110 230 50 70 70 1660 420 40 1080 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 51 89 232 51 64 71 1677 382 40 1091 55 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 61 136 315 69 86 100 2239 502 80 2656 134 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.06 0.54 0.54 0.04 0.53 0.53 Sat Flow, veh/h 1114 701 1580 3456 754 946 1781 4137 928 1781 4972 250 Grp Volume(v), veh/h 132 0 89 232 0 115 71 1375 684 40 747 399 Grp Sat Flow(s),veh/h/ln1815 0 1580 1728 0 1700 1781 1702 1661 1781 1702 1818 Q Serve(g_s), s 7.9 0.0 6.0 7.2 0.0 7.3 4.3 34.2 35.3 2.4 14.4 14.4 Cycle Q Clear(g_c), s 7.9 0.0 6.0 7.2 0.0 7.3 4.3 34.2 35.3 2.4 14.4 14.4 Prop In Lane 0.61 1.00 1.00 0.56 1.00 0.56 1.00 0.14
Lane Grp Cap(c), veh/h 157 0 136 315 0 155 100 1842 899 80 1818 971 V/C Ratio(X) 0.84 0.00 0.65 0.74 0.00 0.74 0.71 0.75 0.76 0.50 0.41 0.41 Avail Cap(c_a), veh/h 157 0 136 487 0 240 130 1842 899 121 1818 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 0.0 48.7 48.7 0.0 48.7 51.0 19.4 19.7 51.3 15.3 15.3 Incr Delay (d2), s/veh 31.9 0.0 10.6 3.3 0.0 6.8 11.6 2.8 6.0 4.8 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.9 0.0 2.8 3.2 0.0 3.4 2.2 12.8 13.6 1.2 5.3 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.4 0.0 59.2 52.0 0.0 55.5 62.6 22.2 25.7 56.1 16.0 16.6 LnGrp LOS F A E D A E E C C E B B
Approach Vol, veh/h 221 347 2130 1186
Approach Delay, s/veh 72.4 53.2 24.7 17.5
Approach LOS E D C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.4 66.0 16.0 12.2 65.3 16.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 52 9.5 8.0 51.5 15.5
Max Q Clear Time (g_c+I1), s4.4 37.3 9.9 6.3 16.4 9.3
Green Ext Time (p_c), s 0.0 14.5 0.0 0.0 8.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
Capalina Development
Local Transportation Analysis
Appendix J - LOS Calculation Worksheets –
Horizon Year 2050 with Project Conditions
C R
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 1: N Rancho Santa Fe & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 660 331 226 440 275 190
Future Volume (veh/h) 0 660 331 226 440 275 190
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 695 279 238 463 289 140
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1114 479 299 2070 559 919
Arrive On Green 0.31 0.31 0.17 0.58 0.16 0.16
Sat Flow, veh/h 3647 1529 1781 3647 3456 2790
Grp Volume(v), veh/h 695 279 238 463 289 140
Grp Sat Flow(s),veh/h/ln 1777 1529 1781 1777 1728 1395
Q Serve(g_s), s 8.2 7.6 6.3 3.1 3.8 1.7
Cycle Q Clear(g_c), s 8.2 7.6 6.3 3.1 3.8 1.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1114 479 299 2070 559 919
V/C Ratio(X) 0.62 0.58 0.80 0.22 0.52 0.15
Avail Cap(c_a), veh/h 2481 1067 795 3707 2524 2506
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 14.4 14.2 19.7 4.9 18.9 11.7
Incr Delay (d2), s/veh 0.4 0.8 1.9 0.0 0.3 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 2.2 2.4 0.6 1.3 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.9 15.0 21.6 5.0 19.2 11.7
LnGrp LOS B B C A B B
Approach Vol, veh/h 974 701 429
Approach Delay, s/veh 14.9 10.6 16.7
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 34.8 13.3 21.5 14.5
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 22.0 * 34 36.0
Max Q Clear Time (g_c+I1), s 5.1 8.3 10.2 5.8
Green Ext Time (p_c), s 2.5 0.3 4.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 with Project Conditions 2: N Pacific St & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 740 110 0 666 0 99
Future Volume (vph) 740 110 0 666 0 99
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 0.98 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3454 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3454 3539 1611
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85
Adj. Flow (vph) 871 129 0 784 0 116
RTOR Reduction (vph) 8 0 0 0 0 105
Lane Group Flow (vph) 992 0 0 784 0 11
Confl. Peds. (#/hr) 8
Confl. Bikes (#/hr) 5
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 41.0 30.9 6.7
Effective Green, g (s) 41.0 30.9 6.7
Actuated g/C Ratio 0.57 0.43 0.09
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1953 1508 148
v/s Ratio Prot c0.29 0.22 c0.01
v/s Ratio Perm
v/c Ratio 0.51 0.52 0.07
Uniform Delay, d1 9.6 15.3 30.1
Progression Factor 1.00 0.28 1.00
Incremental Delay, d2 0.2 0.3 0.2
Delay (s) 9.8 4.6 30.3
Level of Service A A C
Approach Delay (s) 9.8 4.6 30.3
Approach LOS A A C
Intersection Summary
HCM 2000 Control Delay 8.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 72.5 Sum of lost time (s) 22.1 Intersection Capacity Utilization 39.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 with Project Conditions 3: W Mission Rd & N Pacific St AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 40 799 616 60 80 50
Future Volume (vph) 40 799 616 60 80 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3480 1770 1554
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3480 1770 1554
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89
Adj. Flow (vph) 45 898 692 67 90 56
RTOR Reduction (vph) 0 0 5 0 0 49
Lane Group Flow (vph) 45 898 754 0 90 7
Confl. Peds. (#/hr) 10 8
Confl. Bikes (#/hr) 5
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 4.2 41.0 30.9 8.6 8.6
Effective Green, g (s) 4.2 41.0 30.9 8.6 8.6
Actuated g/C Ratio 0.06 0.57 0.43 0.12 0.12
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 102 2001 1483 209 184
v/s Ratio Prot 0.03 c0.25 c0.22 c0.05
v/s Ratio Perm 0.00
v/c Ratio 0.44 0.45 0.51 0.43 0.04
Uniform Delay, d1 33.0 9.2 15.2 29.7 28.3
Progression Factor 1.43 0.21 1.00 1.00 1.00
Incremental Delay, d2 2.7 0.1 0.3 1.0 0.1
Delay (s) 49.8 2.1 15.5 30.7 28.3
Level of Service D A B C C
Approach Delay (s) 4.3 15.5 29.8
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 10.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.45
Actuated Cycle Length (s) 72.5 Sum of lost time (s) 22.1 Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 4: N Rancho Santa Fe & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 30 240 134 20 45 200 400 147 58 460 40 Future Volume (veh/h) 20 30 240 134 20 45 200 400 147 58 460 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.99 1.00 0.96 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 32 202 141 21 36 211 421 139 61 484 38 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 43 394 322 177 534 450 257 768 250 124 731 57 Arrive On Green 0.02 0.21 0.21 0.10 0.29 0.29 0.14 0.29 0.29 0.07 0.22 0.22 Sat Flow, veh/h 1781 1870 1529 1781 1870 1577 1781 2605 849 1781 3322 260 Grp Volume(v), veh/h 21 32 202 141 21 36 211 285 275 61 258 264 Grp Sat Flow(s),veh/h/ln1781 1870 1529 1781 1870 1577 1781 1777 1677 1781 1777 1804 Q Serve(g_s), s 0.8 1.0 8.4 5.4 0.6 1.2 8.1 9.5 9.7 2.3 9.3 9.4 Cycle Q Clear(g_c), s 0.8 1.0 8.4 5.4 0.6 1.2 8.1 9.5 9.7 2.3 9.3 9.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.51 1.00 0.14
Lane Grp Cap(c), veh/h 43 394 322 177 534 450 257 524 494 124 391 397 V/C Ratio(X) 0.49 0.08 0.63 0.80 0.04 0.08 0.82 0.54 0.56 0.49 0.66 0.67 Avail Cap(c_a), veh/h 127 799 653 178 853 719 279 585 552 178 483 491 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.8 22.3 25.2 30.9 18.1 18.3 29.2 20.8 20.9 31.5 25.0 25.0 Incr Delay (d2), s/veh 8.5 0.1 2.0 22.0 0.0 0.1 16.5 0.9 1.0 3.0 2.4 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.4 3.0 3.3 0.2 0.4 4.4 3.7 3.6 1.0 3.8 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.4 22.4 27.2 52.9 18.1 18.4 45.6 21.7 21.8 34.5 27.4 27.5 LnGrp LOS D C C D B B D C C C C C
Approach Vol, veh/h 255 198 771 583
Approach Delay, s/veh 27.9 43.0 28.3 28.1
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.9 27.1 11.0 21.3 16.1 21.8 5.7 26.6 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 23.1 7.0 30.0 11.0 19.1 5.0 32.0 Max Q Clear Time (g_c+I1), s4.3 11.7 7.4 10.4 10.1 11.4 2.8 3.2 Green Ext Time (p_c), s 0.0 2.5 0.0 0.8 0.1 1.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 29.8
HCM 6th LOS C
HCM 6th TWSC Horizon Year 2050 with Project Conditions
5: N Pacific St & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 59 10 110 10 10 10 70 30 10 10 90 10 Future Vol, veh/h 59 10 110 10 10 10 70 30 10 10 90 10
Conflicting Peds, #/hr 0 0 0 0 0 4 0 0 3 0 0 1
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 62 11 116 11 11 11 74 32 11 11 95 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 325 318 102 375 318 45 107 0 0 46 0 0 Stage 1 124 124 - 189 189 - - - - - - -
Stage 2 201 194 - 186 129 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 628 598 953 582 598 1025 1484 - - 1562 - - Stage 1 880 793 - 813 744 - - - - - - -
Stage 2 801 740 - 816 789 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 583 562 952 481 562 1018 1483 - - 1558 - - Mov Cap-2 Maneuver 583 562 - 481 562 - - - - - - -
Stage 1 835 786 - 770 705 - - - - - - -
Stage 2 739 701 - 701 782 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 10.4 11.1 4.8 0.7

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1483 - - 583 900 620 1558 - -
HCM Lane V/C Ratio 0.05 - - 0.107 0.14 0.051 0.007 - -
HCM Control Delay (s) 7.6 - - 11.9 9.7 11.1 7.3 0 -
HCM Lane LOS A - - B A B A A -
HCM 95th %tile Q(veh) 0.2 - - 0.4 0.5 0.2 0 - -
"i f+
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 660 10 212 390 485 0 0 715 229 Future Volume (veh/h) 0 0 0 660 10 212 390 485 0 0 715 229 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 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 444 341 197 402 500 0 0 737 189
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 630 393 227 437 1987 0 0 996 431
Arrive On Green 0.35 0.35 0.35 0.08 0.18 0.00 0.00 0.28 0.28 Sat Flow, veh/h 1781 1112 642 1781 3647 0 0 3647 1538
Grp Volume(v), veh/h 444 0 538 402 500 0 0 737 189
Grp Sat Flow(s),veh/h/ln 1781 0 1754 1781 1777 0 0 1777 1538 Q Serve(g_s), s 30.0 0.0 40.0 31.4 16.8 0.0 0.0 26.4 14.1 Cycle Q Clear(g_c), s 30.0 0.0 40.0 31.4 16.8 0.0 0.0 26.4 14.1 Prop In Lane 1.00 0.37 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 630 0 621 437 1987 0 0 996 431
V/C Ratio(X) 0.70 0.00 0.87 0.92 0.25 0.00 0.00 0.74 0.44 Avail Cap(c_a), veh/h 789 0 777 471 1987 0 0 996 431
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.90 0.90 0.00 0.00 0.73 0.73 Uniform Delay (d), s/veh 38.9 0.0 42.2 63.0 32.0 0.0 0.0 45.7 41.3 Incr Delay (d2), s/veh 2.6 0.0 9.4 22.3 0.3 0.0 0.0 3.6 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 13.6 0.0 18.9 17.8 8.1 0.0 0.0 12.0 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.6 0.0 51.5 85.3 32.3 0.0 0.0 49.4 43.7 LnGrp LOS D A D F C A A D D
Approach Vol, veh/h 982 902 926
Approach Delay, s/veh 47.0 55.9 48.2
Approach LOS D E D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 84.4 39.0 45.3 55.6
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 65.8 * 37 24.1 62.0
Max Q Clear Time (g_c+I1), s 18.8 33.4 28.4 42.0
Green Ext Time (p_c), s 3.5 0.9 0.0 7.5
Intersection Summary
HCM 6th Ctrl Delay 50.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampAM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 202 10 480 0 0 0 1 672 500 299 1076 0 Future Volume (veh/h) 202 10 480 0 0 0 1 672 500 299 1076 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 213 11 369 1 707 421 315 1133 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 276 14 455 1 1938 844 305 2588 0
Arrive On Green 0.16 0.16 0.16 0.00 0.55 0.55 0.23 0.97 0.00 Sat Flow, veh/h 1698 88 2790 1781 3554 1548 1781 3647 0 Grp Volume(v), veh/h 224 0 369 1 707 421 315 1133 0
Grp Sat Flow(s),veh/h/ln 1785 0 1395 1781 1777 1548 1781 1777 0 Q Serve(g_s), s 16.8 0.0 17.9 0.1 15.8 23.8 24.0 2.4 0.0 Cycle Q Clear(g_c), s 16.8 0.0 17.9 0.1 15.8 23.8 24.0 2.4 0.0 Prop In Lane 0.95 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 290 0 455 1 1938 844 305 2588 0
V/C Ratio(X) 0.77 0.00 0.81 0.79 0.36 0.50 1.03 0.44 0.00 Avail Cap(c_a), veh/h 548 0 858 25 1938 844 305 2588 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.52 0.52 0.00 Uniform Delay (d), s/veh 56.1 0.0 56.5 69.9 18.1 19.9 54.0 0.6 0.0 Incr Delay (d2), s/veh 4.3 0.0 3.5 157.6 0.5 2.1 45.5 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.0 0.0 13.4 0.1 6.5 8.8 14.0 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.5 0.0 60.0 227.6 18.6 22.0 99.5 0.9 0.0 LnGrp LOS E A E F B C F A A
Approach Vol, veh/h 593 1129 1448
Approach Delay, s/veh 60.2 20.0 22.4
Approach LOS E C C
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s 28.7 82.4 28.9 3.1 108.1
Change Period (Y+Rc), s * 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s * 24 56.1 43.0 2.0 79.8
Max Q Clear Time (g_c+I1), s 26.0 25.8 19.9 2.1 4.4
Green Ext Time (p_c), s 0.0 14.1 2.9 0.0 10.5
Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4 .,,.,,
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd AM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 30 120 240 30 30 100 860 220 20 1350 40 Future Volume (veh/h) 20 30 120 240 30 30 100 860 220 20 1350 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 32 101 253 32 29 105 905 209 21 1421 38 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 64 98 141 338 88 80 132 2155 495 55 2476 66
Arrive On Green 0.09 0.09 0.09 0.10 0.10 0.10 0.07 0.52 0.52 0.03 0.48 0.48 Sat Flow, veh/h 727 1107 1585 3456 904 819 1781 4125 948 1781 5109 137 Grp Volume(v), veh/h 53 0 101 253 0 61 105 746 368 21 947 512 Grp Sat Flow(s),veh/h/ln1834 0 1585 1728 0 1723 1781 1702 1669 1781 1702 1841 Q Serve(g_s), s 2.7 0.0 6.2 7.1 0.0 3.3 5.8 13.4 13.5 1.2 19.9 19.9 Cycle Q Clear(g_c), s 2.7 0.0 6.2 7.1 0.0 3.3 5.8 13.4 13.5 1.2 19.9 19.9 Prop In Lane 0.40 1.00 1.00 0.48 1.00 0.57 1.00 0.07
Lane Grp Cap(c), veh/h 163 0 141 338 0 169 132 1779 872 55 1650 892 V/C Ratio(X) 0.33 0.00 0.72 0.75 0.00 0.36 0.80 0.42 0.42 0.38 0.57 0.57 Avail Cap(c_a), veh/h 174 0 151 536 0 267 143 1779 872 134 1650 892 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.8 0.0 44.3 43.9 0.0 42.2 45.6 14.6 14.6 47.5 18.4 18.4 Incr Delay (d2), s/veh 1.1 0.0 14.2 3.3 0.0 1.3 25.0 0.7 1.5 4.3 1.5 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 0.0 3.0 3.2 0.0 1.5 3.4 4.8 4.9 0.6 7.4 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.9 0.0 58.5 47.2 0.0 43.5 70.5 15.3 16.1 51.8 19.9 21.1 LnGrp LOS D A E D A D E B B D B C
Approach Vol, veh/h 154 314 1219 1480
Approach Delay, s/veh 53.5 46.5 20.3 20.7
Approach LOS D D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s9.6 58.7 15.4 13.4 55.0 16.3
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 42 9.5 8.0 41.5 15.5
Max Q Clear Time (g_c+I1), s3.2 15.5 8.2 7.8 21.9 9.1
Green Ext Time (p_c), s 0.0 20.9 0.1 0.0 9.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
HCM 6th TWSC Horizon Year 2050 with Project Conditions
9: Capalina Rd & Project Drwy #1 AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 7 187 135 0 10 15
Future Vol, veh/h 7 187 135 0 10 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 8 203 147 0 11 16
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 147 0 - 0 366 147
Stage 1 - - - - 147 -
Stage 2 - - - - 219 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1435 - - - 634 900
Stage 1 - - - - 880 -
Stage 2 - - - - 817 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1435 - - - 630 900
Mov Cap-2 Maneuver - - - - 630 -
Stage 1 - - - - 875 -
Stage 2 - - - - 817 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.9

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1435 - - - 768
HCM Lane V/C Ratio 0.005 - - - 0.035
HCM Control Delay (s) 7.5 0 - - 9.9
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th TWSC Horizon Year 2050 with Project Conditions
10: Capalina Rd & Project Drwy #2 AM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 7 190 120 0 10 15
Future Vol, veh/h 7 190 120 0 10 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 8 207 130 0 11 16
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 130 0 - 0 353 130
Stage 1 - - - - 130 -
Stage 2 - - - - 223 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1455 - - - 645 920
Stage 1 - - - - 896 -
Stage 2 - - - - 814 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1455 - - - 641 920
Mov Cap-2 Maneuver - - - - 641 -
Stage 1 - - - - 891 -
Stage 2 - - - - 814 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 9.8

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1455 - - - 784
HCM Lane V/C Ratio 0.005 - - - 0.035
HCM Control Delay (s) 7.5 0 - - 9.8
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0.1
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 1: N Rancho Santa Fe & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 0 840 325 232 550 432 470
Future Volume (veh/h) 0 840 325 232 550 432 470
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.96 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 866 267 239 567 445 426
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1269 543 292 2149 636 971
Arrive On Green 0.36 0.36 0.16 0.60 0.18 0.18
Sat Flow, veh/h 3647 1521 1781 3647 3456 2790
Grp Volume(v), veh/h 866 267 239 567 445 426
Grp Sat Flow(s),veh/h/ln 1777 1521 1781 1777 1728 1395
Q Serve(g_s), s 12.4 8.2 7.7 4.5 7.2 7.0
Cycle Q Clear(g_c), s 12.4 8.2 7.7 4.5 7.2 7.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1269 543 292 2149 636 971
V/C Ratio(X) 0.68 0.49 0.82 0.26 0.70 0.44
Avail Cap(c_a), veh/h 2108 902 627 3061 2084 2140
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 16.3 15.0 24.1 5.5 22.8 15.0
Incr Delay (d2), s/veh 0.5 0.5 2.2 0.0 0.5 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 4.1 2.4 3.1 1.1 2.6 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.8 15.5 26.3 5.6 23.3 15.1
LnGrp LOS B B C A C B
Approach Vol, veh/h 1133 806 871
Approach Delay, s/veh 16.5 11.7 19.3
Approach LOS B B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 42.2 14.8 27.4 17.5
Change Period (Y+Rc), s * 6.1 5.0 * 6.1 6.5
Max Green Setting (Gmax), s * 51 21.0 * 35 36.0
Max Q Clear Time (g_c+I1), s 6.5 9.7 14.4 9.2
Green Ext Time (p_c), s 3.2 0.2 5.4 1.8
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ______ ll tt '(' ""i tt ""i""i '(''('
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 with Project Conditions 2: N Pacific St & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1240 70 0 782 0 141
Future Volume (vph) 1240 70 0 782 0 141
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 6.0 6.8 5.1
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00
Frt 0.99 1.00 0.86
Flt Protected 1.00 1.00 1.00
Satd. Flow (prot) 3503 3539 1611
Flt Permitted 1.00 1.00 1.00
Satd. Flow (perm) 3503 3539 1611
Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97
Adj. Flow (vph) 1278 72 0 806 0 145
RTOR Reduction (vph) 3 0 0 0 0 129
Lane Group Flow (vph) 1347 0 0 806 0 16
Confl. Peds. (#/hr) 12
Confl. Bikes (#/hr) 3
Turn Type NA NA Prot
Protected Phases 2 6 3
Permitted Phases 2 3
Actuated Green, G (s) 44.1 31.7 8.5
Effective Green, g (s) 44.1 31.7 8.5
Actuated g/C Ratio 0.57 0.41 0.11
Clearance Time (s) 6.0 6.8 5.1
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1985 1441 176
v/s Ratio Prot c0.38 0.23 c0.01
v/s Ratio Perm
v/c Ratio 0.68 0.56 0.09
Uniform Delay, d1 11.9 17.7 31.2
Progression Factor 1.00 0.24 1.00
Incremental Delay, d2 0.9 0.4 0.2
Delay (s) 12.8 4.6 31.4
Level of Service B A C
Approach Delay (s) 12.8 4.6 31.4
Approach LOS B A C
Intersection Summary
HCM 2000 Control Delay 11.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55
Actuated Cycle Length (s) 77.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
tf+ --- tt -- .,,
HCM Signalized Intersection Capacity Analysis Horizon Year 2050 with Project Conditions 3: W Mission Rd & N Pacific St PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 70 1311 732 60 50 50
Future Volume (vph) 70 1311 732 60 50 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.1 6.0 6.8 5.1 5.1
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.99 1.00 0.85
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 3491 1770 1532
Flt Permitted 0.95 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 3539 3491 1770 1532
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Adj. Flow (vph) 78 1457 813 67 56 56
RTOR Reduction (vph) 0 0 5 0 0 50
Lane Group Flow (vph) 78 1457 875 0 56 6
Confl. Peds. (#/hr) 2 22
Confl. Bikes (#/hr) 7
Turn Type Prot NA NA Prot Perm
Protected Phases 5 2 6 4
Permitted Phases 4
Actuated Green, G (s) 6.5 44.1 31.7 9.0 9.0
Effective Green, g (s) 6.5 44.1 31.7 9.0 9.0
Actuated g/C Ratio 0.08 0.57 0.41 0.12 0.12
Clearance Time (s) 5.1 6.0 6.8 5.1 5.1
Vehicle Extension (s) 3.0 3.0 3.0 2.5 2.5
Lane Grp Cap (vph) 147 2006 1422 204 177
v/s Ratio Prot 0.04 c0.41 0.25 c0.03
v/s Ratio Perm 0.00
v/c Ratio 0.53 0.73 0.62 0.27 0.04
Uniform Delay, d1 34.2 12.4 18.2 31.4 30.5
Progression Factor 1.40 0.27 1.00 1.00 1.00
Incremental Delay, d2 2.9 1.1 0.8 0.5 0.1
Delay (s) 50.9 4.4 19.0 32.0 30.6
Level of Service D A B C C
Approach Delay (s) 6.7 19.0 31.3
Approach LOS A B C
Intersection Summary
HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 77.8 Sum of lost time (s) 22.1 Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 4: N Rancho Santa Fe & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 30 140 102 30 42 220 840 187 77 420 60 Future Volume (veh/h) 20 30 140 102 30 42 220 840 187 77 420 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 21 31 117 106 31 36 229 875 175 80 438 56 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 43 383 317 137 481 394 235 886 177 143 792 101 Arrive On Green 0.02 0.20 0.20 0.08 0.26 0.26 0.13 0.30 0.30 0.08 0.25 0.25 Sat Flow, veh/h 1781 1870 1550 1781 1870 1532 1781 2931 586 1781 3161 402 Grp Volume(v), veh/h 21 31 117 106 31 36 229 530 520 80 245 249 Grp Sat Flow(s),veh/h/ln1781 1870 1550 1781 1870 1532 1781 1777 1740 1781 1777 1786 Q Serve(g_s), s 0.8 0.9 4.4 4.0 0.9 1.2 8.7 20.2 20.2 2.9 8.2 8.3 Cycle Q Clear(g_c), s 0.8 0.9 4.4 4.0 0.9 1.2 8.7 20.2 20.2 2.9 8.2 8.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.22
Lane Grp Cap(c), veh/h 43 383 317 137 481 394 235 537 526 143 445 447 V/C Ratio(X) 0.49 0.08 0.37 0.77 0.06 0.09 0.97 0.99 0.99 0.56 0.55 0.56 Avail Cap(c_a), veh/h 248 824 683 248 824 675 235 537 526 183 485 488 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.8 21.9 23.3 30.9 19.1 19.2 29.4 23.6 23.6 30.2 22.2 22.2 Incr Delay (d2), s/veh 8.4 0.1 0.7 9.0 0.1 0.1 50.9 35.4 35.9 3.4 1.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 0.4 1.6 2.0 0.4 0.4 6.8 12.7 12.6 1.3 3.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.2 22.0 24.0 39.8 19.2 19.3 80.4 59.0 59.5 33.6 23.3 23.4 LnGrp LOS D C C D B B F E E C C C
Approach Vol, veh/h 169 173 1279 574
Approach Delay, s/veh 25.8 31.9 63.1 24.8
Approach LOS C C E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.5 27.0 9.2 20.4 15.0 23.5 5.6 24.0 Change Period (Y+Rc), s 6.0 6.4 4.0 6.5 6.0 6.4 4.0 6.5 Max Green Setting (Gmax), s7.0 20.6 9.5 30.0 9.0 18.6 9.5 30.0 Max Q Clear Time (g_c+I1), s4.9 22.2 6.0 6.4 10.7 10.3 2.8 3.2 Green Ext Time (p_c), s 0.0 0.0 0.1 0.5 0.0 1.8 0.0 0.2 Intersection Summary
HCM 6th Ctrl Delay 47.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

HCM 6th TWSC Horizon Year 2050 with Project Conditions
5: N Pacific St & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 91 10 80 10 10 10 110 40 10 10 50 10 Future Vol, veh/h 91 10 80 10 10 10 110 40 10 10 50 10
Conflicting Peds, #/hr 0 0 2 0 0 1 0 0 3 0 0 4
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 120 - - - - - 100 - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 96 11 84 11 11 11 116 42 11 11 53 11
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 377 373 65 413 373 52 68 0 0 56 0 0 Stage 1 85 85 - 283 283 - - - - - - -
Stage 2 292 288 - 130 90 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 580 557 999 549 557 1016 1533 - - 1549 - - Stage 1 923 824 - 724 677 - - - - - - -
Stage 2 716 674 - 874 820 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 527 507 993 461 507 1012 1527 - - 1545 - - Mov Cap-2 Maneuver 527 507 - 461 507 - - - - - - -
Stage 1 850 815 - 667 624 - - - - - - -
Stage 2 643 621 - 783 811 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 11.4 11.5 5.2 1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1527 - - 527 897 585 1545 - -
HCM Lane V/C Ratio 0.076 - - 0.182 0.106 0.054 0.007 - - HCM Control Delay (s) 7.6 - - 13.3 9.5 11.5 7.3 0 -
HCM Lane LOS A - - B A B A A -
HCM 95th %tile Q(veh) 0.2 - - 0.7 0.4 0.2 0 - -
"i f+
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 6: N Rancho Santa Fe & SR-78 WB On-Ramp/SR-78 WB Off-Ramp PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 340 30 290 620 827 0 0 489 244 Future Volume (veh/h) 0 0 0 340 30 290 620 827 0 0 489 244 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 1870 0 0 1870 1870 Adj Flow Rate, veh/h 332 68 274 653 871 0 0 515 204
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 404 74 297 678 2438 0 0 967 431
Arrive On Green 0.23 0.23 0.23 0.76 1.00 0.00 0.00 0.27 0.27 Sat Flow, veh/h 1781 325 1308 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 332 0 342 653 871 0 0 515 204
Grp Sat Flow(s),veh/h/ln 1781 0 1633 1781 1777 0 0 1777 1585 Q Serve(g_s), s 24.8 0.0 28.7 45.9 0.0 0.0 0.0 17.3 15.1 Cycle Q Clear(g_c), s 24.8 0.0 28.7 45.9 0.0 0.0 0.0 17.3 15.1 Prop In Lane 1.00 0.80 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 404 0 370 678 2438 0 0 967 431
V/C Ratio(X) 0.82 0.00 0.92 0.96 0.36 0.00 0.00 0.53 0.47 Avail Cap(c_a), veh/h 420 0 385 865 2438 0 0 967 431
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.74 0.74 0.00 0.00 0.89 0.89 Uniform Delay (d), s/veh 51.5 0.0 53.0 15.8 0.0 0.0 0.0 43.4 42.6 Incr Delay (d2), s/veh 12.6 0.0 27.6 18.1 0.3 0.0 0.0 1.9 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.5 0.0 14.6 9.8 0.1 0.0 0.0 7.8 6.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.1 0.0 80.6 33.9 0.3 0.0 0.0 45.3 45.9 LnGrp LOS E A F C A A A D D
Approach Vol, veh/h 674 1524 719
Approach Delay, s/veh 72.5 14.7 45.4
Approach LOS E B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 102.2 58.0 44.2 37.8
Change Period (Y+Rc), s 6.1 * 4.7 6.1 6.1
Max Green Setting (Gmax), s 94.8 * 68 22.1 33.0
Max Q Clear Time (g_c+I1), s 2.0 47.9 19.3 30.7
Green Ext Time (p_c), s 7.0 5.3 1.9 1.1
Intersection Summary
HCM 6th Ctrl Delay 35.6
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. ""i 4+ -- ""i ++
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 7: S Rancho Santa Fe/N Rancho Santa Fe & SR-78 EB Off-Ramp/SR-78 EB On-RampPM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 299 10 400 0 0 0 1 1147 510 135 694 0 Future Volume (veh/h) 299 10 400 0 0 0 1 1147 510 135 694 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 308 10 288 1 1182 421 139 715 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 0
Cap, veh/h 359 12 581 1 2058 890 164 2427 0
Arrive On Green 0.21 0.21 0.21 0.00 0.58 0.58 0.18 1.00 0.00 Sat Flow, veh/h 1728 56 2790 1781 3554 1537 1781 3647 0 Grp Volume(v), veh/h 318 0 288 1 1182 421 139 715 0
Grp Sat Flow(s),veh/h/ln 1784 0 1395 1781 1777 1537 1781 1777 0 Q Serve(g_s), s 24.1 0.0 12.8 0.1 29.4 22.2 10.6 0.0 0.0 Cycle Q Clear(g_c), s 24.1 0.0 12.8 0.1 29.4 22.2 10.6 0.0 0.0 Prop In Lane 0.97 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 371 0 581 1 2058 890 164 2427 0
V/C Ratio(X) 0.86 0.00 0.50 0.79 0.57 0.47 0.85 0.29 0.00 Avail Cap(c_a), veh/h 573 0 898 25 2058 890 254 2427 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.62 0.62 0.00 Uniform Delay (d), s/veh 53.4 0.0 48.9 69.9 18.6 17.1 56.1 0.0 0.0 Incr Delay (d2), s/veh 7.8 0.0 0.7 157.6 1.2 1.8 15.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.6 0.0 10.1 0.1 11.9 8.0 5.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.3 0.0 49.6 227.6 19.7 18.9 71.8 0.2 0.0 LnGrp LOS E A D F B B E A A
Approach Vol, veh/h 606 1604 854
Approach Delay, s/veh 55.7 19.6 11.8
Approach LOS E B B
Timer - Assigned Phs 1 2 4 5 6
Phs Duration (G+Y+Rc), s 17.6 87.2 35.2 3.1 101.7
Change Period (Y+Rc), s * 4.7 6.1 6.1 3.0 6.1
Max Green Setting (Gmax), s * 20 58.1 45.0 2.0 77.8
Max Q Clear Time (g_c+I1), s 12.6 31.4 26.1 2.1 2.0
Green Ext Time (p_c), s 0.4 19.3 3.0 0.0 5.4
Intersection Summary
HCM 6th Ctrl Delay 24.6
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 4 .,,.,,
HCM 6th Signalized Intersection Summary Horizon Year 2050 with Project Conditions 8: Descanso Ave/Los Vallecitos Blvd & N Las Posas Rd PM Peak Hour Capalina Development LTA Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 50 110 230 50 70 70 1660 420 40 1080 60 Future Volume (veh/h) 80 50 110 230 50 70 70 1660 420 40 1080 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 81 51 89 232 51 64 71 1677 382 40 1091 55 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 61 136 315 69 86 100 2239 502 80 2656 134 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.06 0.54 0.54 0.04 0.53 0.53 Sat Flow, veh/h 1114 701 1580 3456 754 946 1781 4137 928 1781 4972 250 Grp Volume(v), veh/h 132 0 89 232 0 115 71 1375 684 40 747 399 Grp Sat Flow(s),veh/h/ln1815 0 1580 1728 0 1700 1781 1702 1661 1781 1702 1818 Q Serve(g_s), s 7.9 0.0 6.0 7.2 0.0 7.3 4.3 34.2 35.3 2.4 14.4 14.4 Cycle Q Clear(g_c), s 7.9 0.0 6.0 7.2 0.0 7.3 4.3 34.2 35.3 2.4 14.4 14.4 Prop In Lane 0.61 1.00 1.00 0.56 1.00 0.56 1.00 0.14
Lane Grp Cap(c), veh/h 157 0 136 315 0 155 100 1842 899 80 1818 971 V/C Ratio(X) 0.84 0.00 0.65 0.74 0.00 0.74 0.71 0.75 0.76 0.50 0.41 0.41 Avail Cap(c_a), veh/h 157 0 136 487 0 240 130 1842 899 121 1818 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 0.0 48.7 48.7 0.0 48.7 51.0 19.4 19.7 51.3 15.3 15.3 Incr Delay (d2), s/veh 31.9 0.0 10.6 3.3 0.0 6.8 11.6 2.8 6.0 4.8 0.7 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.9 0.0 2.8 3.2 0.0 3.4 2.2 12.8 13.6 1.2 5.3 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.4 0.0 59.2 52.0 0.0 55.5 62.6 22.2 25.7 56.1 16.0 16.6 LnGrp LOS F A E D A E E C C E B B
Approach Vol, veh/h 221 347 2130 1186
Approach Delay, s/veh 72.4 53.2 24.7 17.5
Approach LOS E D C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s11.4 66.0 16.0 12.2 65.3 16.5
Change Period (Y+Rc), s 6.5 * 6.5 6.5 6.0 6.5 6.5
Max Green Setting (Gmax), s7.5 * 52 9.5 8.0 51.5 15.5
Max Q Clear Time (g_c+I1), s4.4 37.3 9.9 6.3 16.4 9.3
Green Ext Time (p_c), s 0.0 14.5 0.0 0.0 8.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. +f .,, 'f'i f+ ., ttf+
HCM 6th TWSC Horizon Year 2050 with Project Conditions
9: Capalina Rd & Project Drwy #1 PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 27 227 148 0 6 8
Future Vol, veh/h 27 227 148 0 6 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 29 247 161 0 7 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 161 0 - 0 466 161
Stage 1 - - - - 161 -
Stage 2 - - - - 305 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1418 - - - 555 884
Stage 1 - - - - 868 -
Stage 2 - - - - 748 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1418 - - - 542 884
Mov Cap-2 Maneuver - - - - 542 -
Stage 1 - - - - 847 -
Stage 2 - - - - 748 -
Approach EB WB SB
HCM Control Delay, s 0.8 0 10.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1418 - - - 696
HCM Lane V/C Ratio 0.021 - - - 0.022
HCM Control Delay (s) 7.6 0 - - 10.3
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.1
HCM 6th TWSC Horizon Year 2050 with Project Conditions
10: Capalina Rd & Project Drwy #2 PM Peak Hour
Capalina Development LTA Synchro 11 Report
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 27 206 140 0 6 8
Future Vol, veh/h 27 206 140 0 6 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 29 224 152 0 7 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 152 0 - 0 434 152
Stage 1 - - - - 152 -
Stage 2 - - - - 282 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1429 - - - 579 894
Stage 1 - - - - 876 -
Stage 2 - - - - 766 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1429 - - - 566 894
Mov Cap-2 Maneuver - - - - 566 -
Stage 1 - - - - 856 -
Stage 2 - - - - 766 -
Approach EB WB SB
HCM Control Delay, s 0.9 0 10.1

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1429 - - - 716
HCM Lane V/C Ratio 0.021 - - - 0.021
HCM Control Delay (s) 7.6 0 - - 10.1
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.1
Capalina Development
Local Transportation Analysis
Appendix K - Intersection Queue Reports
C R
Queues Near-Term Year 2025 with Project Conditions
1: N Rancho Santa Fe & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 559 288 198 396 244 162
v/c Ratio 0.57 0.45 0.56 0.20 0.35 0.13
Control Delay 22.7 5.7 32.9 7.5 23.2 2.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.7 5.7 32.9 7.5 23.2 2.0
Queue Length 50th (ft) 75 0 54 25 35 0
Queue Length 95th (ft) 220 60 203 96 93 14
Internal Link Dist (ft) 395 1057 660
Turn Bay Length (ft) 155 300 180
Base Capacity (vph) 2243 1088 665 3126 2213 1739
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.26 0.30 0.13 0.11 0.09
Intersection Summary
Queues Near-Term Year 2025 with Project Conditions
4: N Rancho Santa Fe & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 11 27 241 125 18 35 184 497 21 479 v/c Ratio 0.08 0.08 0.51 0.91 0.03 0.06 0.74 0.32 0.11 0.56 Control Delay 33.5 21.4 7.4 90.8 17.1 0.2 49.2 13.8 31.4 25.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.5 21.4 7.4 90.8 17.1 0.2 49.2 13.8 31.4 25.3 Queue Length 50th (ft) 4 9 0 46 5 0 64 44 7 77
Queue Length 95th (ft) 22 27 46 #190 20 0 #228 161 33 173 Internal Link Dist (ft) 629 494 372 660
Turn Bay Length (ft) 105 115 95 60 185 195
Base Capacity (vph) 138 877 853 138 877 823 249 1536 194 1000 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.03 0.28 0.91 0.02 0.04 0.74 0.32 0.11 0.48 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Near-Term Year 2025 with Project Conditions
1: N Rancho Santa Fe & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 762 230 224 458 392 441
v/c Ratio 0.68 0.37 0.64 0.22 0.52 0.36
Control Delay 26.3 7.4 38.8 8.0 27.8 9.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.3 7.4 38.8 8.0 27.8 9.6
Queue Length 50th (ft) 135 9 82 37 73 45
Queue Length 95th (ft) 316 75 230 111 148 98
Internal Link Dist (ft) 395 1059 660
Turn Bay Length (ft) 155 300 180
Base Capacity (vph) 1848 899 591 2771 1876 1609
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.26 0.38 0.17 0.21 0.27
Intersection Summary
Queues Near-Term Year 2025 with Project Conditions
4: N Rancho Santa Fe & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 15 26 135 102 28 34 211 949 50 418 v/c Ratio 0.10 0.08 0.32 0.55 0.06 0.06 1.22 0.71 0.25 0.40 Control Delay 34.4 22.0 4.1 47.2 17.9 0.2 171.3 24.9 33.6 20.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.4 22.0 4.1 47.2 17.9 0.2 171.3 24.9 33.6 20.3 Queue Length 50th (ft) 6 9 0 39 8 0 ~104 171 18 61
Queue Length 95th (ft) 26 26 22 #154 27 0 #301 #435 60 142 Internal Link Dist (ft) 629 453 372 660
Turn Bay Length (ft) 105 115 95 60 185 195
Base Capacity (vph) 145 916 846 185 916 842 173 1329 202 1216 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.03 0.16 0.55 0.03 0.04 1.22 0.71 0.25 0.34 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Near-Term + P
AM Peak Hour
Intersection #9
Near-Term + P
AM Peak Hour
Intersection #10
Near-Term + P
PM Peak Hour
Intersection #9
Near-Term + P
PM Peak Hour
Intersection #10
I
HCM 6th LANE
Wm EBT WBT WBR SBLn1
Capacity (vph) 824
HCM Lane V /C Ratio 0.005 0.033
HCM Control Delay (s) 7.452 0 9.5
HCM Lane LOS A A A
HCM 95th Percentile Queue (veh) 0 0.1
Capalina Rd 8c Project Drwy Ill (-28040 152330)
. HCM 6thl.ANE
Wm EBT WBT WBR SBLn1
Capacity (vph) 840
HCM Lane V /C Ratio 0.005, 0.032
HCM Control Delay (s) 7.419 0 9.4
HCM Lane LOS Al A A
HCM 95th Percentile Queue (veh) 0 0.1
Capalina Rd 8c Project Drwy 112 (-27820 152231)
HCM 6th LANE
Wm EBT WBT WBR SBLn1
Capacity (vph) 751
HCM Lane VIC Ratio 0.02 0.02
HCM Control Delay (s) 7.53 0 9.9
HCM Lane LOS A Al A
HCM 95th Percentile Queue (veh) 0.1 0.1
Capalina Rd 8c Project Drwy 111 (-28080 152340)
I
HCM 6thl.ANE
Wm EBT WBT WBR SBLnl
Capacity (vph) 772
HCM Lane VIC Ratio 0.02 0.02
HCM Control Delay (s) 7.511 9.8
HCM Lane LOS A A
HCM 95th Percentile Queue (veh) 0.1 0.1
Capalina Rd 8c Project Drwy 112 (-27820 152230)
Queues Horizon Year 2050 with Project Conditions
1: N Rancho Santa Fe & W Mission Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 695 348 238 463 289 200
v/c Ratio 0.64 0.50 0.65 0.22 0.42 0.16
Control Delay 24.7 6.5 37.2 7.5 26.3 5.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.7 6.5 37.2 7.5 26.3 5.5
Queue Length 50th (ft) 112 6 79 33 50 10
Queue Length 95th (ft) 284 82 244 112 111 34
Internal Link Dist (ft) 395 1057 660
Turn Bay Length (ft) 155 300 180
Base Capacity (vph) 1951 1000 624 2898 1981 1633
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.35 0.38 0.16 0.15 0.12
Intersection Summary
Queues Horizon Year 2050 with Project Conditions
4: N Rancho Santa Fe & Capalina Rd AM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 21 32 253 141 21 47 211 576 61 526 v/c Ratio 0.16 0.10 0.54 0.78 0.04 0.08 0.74 0.45 0.34 0.64 Control Delay 37.3 24.1 8.1 63.1 18.0 0.3 48.0 18.8 37.7 28.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.3 24.1 8.1 63.1 18.0 0.3 48.0 18.8 37.7 28.6 Queue Length 50th (ft) 8 11 0 54 6 0 78 87 22 95
Queue Length 95th (ft) 35 32 50 #203 23 0 #260 194 74 200 Internal Link Dist (ft) 629 494 372 660
Turn Bay Length (ft) 105 115 95 60 185 195
Base Capacity (vph) 129 818 818 181 872 815 284 1356 181 979 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.16 0.04 0.31 0.78 0.02 0.06 0.74 0.42 0.34 0.54 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Horizon Year 2050 with Project Conditions
1: N Rancho Santa Fe & W Mission Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 866 335 239 567 445 485
v/c Ratio 0.73 0.49 0.68 0.27 0.58 0.39
Control Delay 28.2 9.2 42.9 8.4 30.5 11.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.2 9.2 42.9 8.4 30.5 11.4
Queue Length 50th (ft) 177 25 101 54 96 63
Queue Length 95th (ft) 363 121 #261 138 170 118
Internal Link Dist (ft) 395 1059 660
Turn Bay Length (ft) 155 300 180
Base Capacity (vph) 1733 885 514 2606 1709 1489
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.50 0.38 0.46 0.22 0.26 0.33
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues Horizon Year 2050 with Project Conditions
4: N Rancho Santa Fe & Capalina Rd PM Peak Hour
Capalina Development LTA Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 21 31 146 106 31 44 229 1070 80 501 v/c Ratio 0.11 0.09 0.35 0.45 0.06 0.08 0.87 0.72 0.39 0.50 Control Delay 34.3 24.7 6.1 38.0 18.2 0.3 66.2 29.3 39.9 24.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.3 24.7 6.1 38.0 18.2 0.3 66.2 29.3 39.9 24.5 Queue Length 50th (ft) 8 12 0 41 9 0 97 ~233 32 89
Queue Length 95th (ft) 34 31 33 #118 31 0 #309 #545 #104 190 Internal Link Dist (ft) 629 453 372 660
Turn Bay Length (ft) 105 115 95 60 185 195
Base Capacity (vph) 279 928 850 279 933 849 264 1482 205 1079 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.08 0.03 0.17 0.38 0.03 0.05 0.87 0.72 0.39 0.46 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

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

Queue shown is maximum after two cycles.

Horizon Year + P
AM Peak Hour
Intersection #9
Horizon Year + P
AM Peak Hour
Intersection #10
Horizon Year + P
PM Peak Hour
Intersection #9
Horizon Year + P
PM Peak Hour
Intersection #10
HCM 6th LANE I I I I EBL EBT WBT WBR I S8Ln1
Capacity (vph) 768
HCM Lane VIC Ratio 0.005 0.035
HCM Control Delay (s) 7.522 0 9.9
HCM Lane LDS A A A
HCM 95th Percentile Queue (veh) 0 0.1
-- L:apahna Hd & t'roIect Urwy 111 l-lijU4U 1 bl:J:JUJ
HCM 6th LANE
~ EBT WBT I WBR I S8Ln1 I
Capacity (vph) 784
HCM Lane V /C Ratio 0.005 0.035
HCM Control Delay (s) 7.487 0 9.8
HCM LaneLDS A A A
HCM 95th Percentile Queue (veh) 0 0.1
Capalina Rd & Project Drwy 112 (·27820 152231)
HCM 6th LANE
~ EBT WBT WBR S8Ln1
Capacity (vph) 696
HCM Lane V /C Ratio 0.021 0.022
HCM Control Delay (s) 7.592 0 10.3
HCM LaneLDS A A 8
HL:M ~bth t'ercenhle Ltueue [vehJ U.1 U.1
-- Capalina Rd & Project Drwy 111 (·28080 152340)
HCM 6th LANE I EBL I EBT I I WBT WBR I S8Ln1 I
Capacity (vph) ~ 716
HCM Lane V /C Ratio 0.021 0.021
HCM Control Delay (s) 7.572 0 10.1
HCM Lane LDS A A B
HCM 95th Percentile Queue (veh) 0.1 0.1
Capalina Rd & Project Drwy 112 (-27820 152230)
Capalina Development
Local Transportation Analysis
Appendix L - Sight Distance Study
C R