Agenda packet — Imperial Beach City Council, September 21, 2022 (part 3 of 4)

National Data & Surveying ServicesIntersection Turning Movement Count Location: 9th St & Palm Ave
City: Imperial Beach Project ID:

Control: Signalized Date:

NS/EW Streets:
1 1 0 0 1 1 0 0 1 3 0 0 1 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2
7:45 AM 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2
8:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 0 0 3 0 0 1 0 0 2 0 0 0 7
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR : 7:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 0 3 0 0 1 0 0 2 0 0 0 7
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.000 0.750 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 1 0 0 1 1 0 0 1 3 0 0 1 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2
11:45 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2
12:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2
12:15 PM 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 3
12:30 PM 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2
12:45 PM 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 2

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2 1 0 0 1 0 0 1 5 2 0 0 2 1 0 15
APPROACH %'s : 0.00% 66.67% 33.33% 0.00% 0.00% 100.00% 0.00% 0.00% 12.50% 62.50% 25.00% 0.00% 0.00% 66.67% 33.33% 0.00% PEAK HR : 12:00 PM 165 0 0 TOTAL
PEAK HR VOL : 0 0 1 0 0 1 0 0 1 3 2 0 0 1 0 0 9
PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.000 0.250 0.000 0.000 0.250 0.750 0.500 0.000 0.000 0.250 0.000 0.000 1 1 0 0 1 1 0 0 1 3 0 0 1 3 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 0 1 0 0 0 0 0 3 0 0 0 0 0 0 0 6
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 1 1 0 0 0 1 0 0 0 0 0 0 3
4:45 PM 1 1 0 0 0 0 0 0 0 0 0 0 2 2 1 0 7
5:00 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1
5:15 PM 1 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 3
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 3

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 4 2 1 0 1 1 1 0 5 3 0 0 2 2 1 0 23
APPROACH %'s : 57.14% 28.57% 14.29% 0.00% 33.33% 33.33% 33.33% 0.00% 62.50% 37.50% 0.00% 0.00% 40.00% 40.00% 20.00% 0.00% PEAK HR : 4:00 PM 289 0 0 TOTAL
PEAK HR VOL : 3 1 1 0 1 1 0 0 3 1 0 0 2 2 1 0 16
PEAK HR FACTOR : 0.375 0.250 0.250 0.000 0.250 0.250 0.000 0.000 0.250 0.250 0.000 0.000 0.250 0.250 0.250 0.000 Data - Bikes
9th St 9th St Palm Ave Palm Ave

0.250 0.750 0.250 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-040016-001
2/3/2022
04:00 PM - 05:00 PM

0.571 0.417 0.250 0.333 0.250
12:00 PM - 01:00 PM

0.750 0.250 0.250 0.500 0.250
07:15 AM - 08:15 AM

0.875

Page 288 of 574 ends

National Data & Surveying ServicesIntersection Turning
Movement Count
Location: 9th St & Palm Ave Project ID:

City: Imperial Beach Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 1 1 0 0 1 0 5 8
7:15 AM 0 1 0 0 0 0 1 9 11
7:30 AM 1 3 0 1 1 4 0 8 18
7:45 AM 0 1 0 0 0 0 1 2 4
8:00 AM 2 1 0 0 1 1 3 2 10
8:15 AM 1 0 0 1 1 1 2 1 7
8:30 AM 2 0 0 3 0 4 1 4 14
8:45 AM 0 5 2 0 6 0 0 3 16

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 6 12 3 5 9 11 8 34 88
APPROACH %'s : 33.33% 66.67% 37.50% 62.50% 45.00% 55.00% 19.05% 80.95% PEAK HR : 7:15 AM 37 -1 -1 TOTAL
PEAK HR VOL : 3 6 0 1 2 5 5 21 43
PEAK HR FACTOR : 0.375 0.500 0.250 0.500 0.313 0.417 0.583 Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
11:00 AM 0 1 4 0 0 0 3 4 12
11:15 AM 0 3 5 2 1 0 4 3 18
11:30 AM 0 1 2 0 1 0 4 3 11
11:45 AM 2 1 2 4 1 3 1 2 16
12:00 PM 2 4 2 2 2 0 1 7 20
12:15 PM 0 0 6 2 1 1 5 0 15
12:30 PM 1 3 3 1 0 1 0 3 12
12:45 PM 0 1 6 1 0 0 7 7 22

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 5 14 30 12 6 5 25 29 126
APPROACH %'s : 26.32% 73.68% 71.43% 28.57% 54.55% 45.45% 46.30% 53.70% PEAK HR : 12:00 PM 163 -2 -2 TOTAL
PEAK HR VOL : 3 8 17 6 3 2 13 17 69
PEAK HR FACTOR : 0.375 0.500 0.708 0.750 0.375 0.500 0.464 0.607

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 4 6 0 2 0 1 2 1 16
4:15 PM 1 0 2 2 0 2 2 3 12
4:30 PM 2 2 1 0 2 1 5 4 17
4:45 PM 1 0 1 1 1 3 4 4 15
5:00 PM 1 0 10 3 3 0 3 6 26
5:15 PM 2 0 5 3 0 0 11 12 33
5:30 PM 1 0 4 3 0 2 7 2 19
5:45 PM 0 1 6 0 0 0 9 5 21

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 12 9 29 14 6 9 43 37 159
APPROACH %'s : 57.14% 42.86% 67.44% 32.56% 40.00% 60.00% 53.75% 46.25% PEAK HR : 4:00 PM 286 -3 -3 TOTAL
PEAK HR VOL : 8 8 4 5 3 7 13 12 60
PEAK HR FACTOR : 0.500 0.333 0.500 0.625 0.375 0.583 0.650 0.750 Data - Pedestrians (Crosswalks)
9th St 9th St Palm Ave Palm Ave

0.250 0.350 0.650
07:15 AM - 08:15 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
22-040016-001
2/3/2022

0.882 0.400 0.563 0.625 0.694
04:00 PM - 05:00 PM
12:00 PM - 01:00 PM

0.784 0.458 0.719 0.625 0.536

0.597 0.563

Page 289 of 574 ends

Prepared by National Data & Surveying Services
ID: 22-040016-001 Day:

City: Imperial Beach Date:

AM 23 79 91 0 AM
NOON 20 74 131 0 NOON
PM 19 88 124 0 PM

AM NOON PM PM NOON AM
0 1 1 0
1 88 102 56
3 637 728 1438
16 23 19 0 1 119 113 88
27 43 39 1 TEV 2946 2419 3026 0 19 22 17
579 712 1358 3 PHF 0.92 0.99 0.96
68 95 210 0
0 1 1 0

AM NOON PM PM NOON AM
PM 0 123 70 113 PM
NOON 0 164 68 124 NOON
AM 0 250 65 149 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
282
235

NORTHBOUND
9th St
Totals (NOON) Total Bikes (NOON)
12:00 PM - 01:00 PM
1614 989 836
Totals (AM) 417 Total Bikes (AM)
Palm
Ave
E
A
S
T
B
O
U
N
D
W
E
S
T
B
O
U
N
D
Palm
Ave
1727 935 798

CONTROL
Signalized
213 11:00 AM - 01:00 PM
04:00 PM - 05:00 PM 197
9th St & Palm Ave
Peak Hour Turning Movement Count
9th St Thursday
SOUTHBOUND 2/3/2022
P4:00 PM - 06:00 PM EA

K HOURS
07:15 AM - 08:15 AM 148 7:00 AM - 09:00 AM
C

OUNT PERIO
DS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NO
ON
PMAMNO
ON
AMPM
NO
ON
AMPMNO
ON
PMAM
12 17
21 13
13 5
417016
5 3
3 2
7 2
5 833688
1 2
0 2
1 3
011
311
0 1
2 0
3 1
010
001
0 0
0 2
1 0
300
010
88 637
210 119
1358
39 1988124
1137
0 123
102
728
95 113
712
43 207
4 131
12468164
56 1438
68 88
579
27 237
9 91
14965250

Page 290 of 574 ends

National Data & Surveying ServicesIntersection Turning Movement Count Location: 9th St & N/O Palm Ave/Union Bank/ Imperial Beach Promenade City: Imperial Beach Project ID:

Control: No Control Date:

NS/EW Streets:
0 2 0 0 1 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 4 11 0 0 0 29 0 0 0 0 1 0 0 0 0 0 45
7:15 AM 7 20 0 0 0 45 1 0 0 0 1 0 0 0 0 0 74
7:30 AM 2 29 0 0 0 29 0 0 0 0 1 0 0 0 0 0 61
7:45 AM 8 28 0 0 0 45 1 0 0 0 6 0 0 0 0 0 88
8:00 AM 13 23 0 0 0 51 0 0 2 0 3 0 0 0 0 0 92
8:15 AM 8 20 0 0 0 30 0 0 0 0 3 0 0 0 0 0 61
8:30 AM 13 23 0 1 0 21 0 0 0 0 8 0 0 0 0 0 66
8:45 AM 13 23 0 0 0 25 0 0 0 0 7 0 0 0 0 0 68

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 68 177 0 1 0 275 2 0 2 0 30 0 0 0 0 0 555 APPROACH %'s : 27.64% 71.95% 0.00% 0.41% 0.00% 99.28% 0.72% 0.00% 6.25% 0.00% 93.75% 0.00% PEAK HR : 7:15 AM 38 0 0 TOTAL
PEAK HR VOL : 30 100 0 0 0 170 2 0 2 0 11 0 0 0 0 0 315 PEAK HR FACTOR : 0.577 0.862 0.000 0.000 0.000 0.833 0.500 0.000 0.250 0.000 0.458 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 9 18 0 1 0 21 0 0 0 0 11 0 0 0 0 0 60
11:15 AM 14 31 0 0 0 22 1 0 5 0 17 0 0 0 0 0 90
11:30 AM 21 22 0 1 0 24 1 0 1 0 6 0 0 0 0 0 76
11:45 AM 22 20 0 0 0 28 2 0 0 0 16 0 0 0 0 0 88
12:00 PM 20 21 0 0 0 28 1 0 0 0 13 0 0 0 0 0 83
12:15 PM 16 32 0 0 0 25 0 0 4 0 15 0 0 0 0 0 92
12:30 PM 15 36 0 0 0 34 0 0 1 0 19 0 0 0 0 0 105
12:45 PM 31 25 0 0 0 27 2 0 0 0 31 0 0 0 0 0 116

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 148 205 0 2 0 209 7 0 11 0 128 0 0 0 0 0 710 APPROACH %'s : 41.69% 57.75% 0.00% 0.56% 0.00% 96.76% 3.24% 0.00% 7.91% 0.00% 92.09% 0.00% PEAK HR : 12:00 PM 165 0 0 TOTAL
PEAK HR VOL : 82 114 0 0 0 114 3 0 5 0 78 0 0 0 0 0 396 PEAK HR FACTOR : 0.661 0.792 0.000 0.000 0.000 0.838 0.375 0.000 0.313 0.000 0.629 0.000 0.000 0.000 0.000 0.000 0 2 0 0 1 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 20 35 0 0 0 30 0 0 2 0 10 0 0 0 0 0 97
4:15 PM 18 18 0 0 0 29 0 0 2 0 14 0 0 0 0 0 81
4:30 PM 9 26 0 0 0 45 0 1 1 0 28 0 0 0 0 0 110
4:45 PM 22 36 0 1 0 28 1 0 0 0 11 0 0 0 0 0 99
5:00 PM 12 32 0 1 0 24 1 0 1 0 14 0 0 0 0 0 85
5:15 PM 11 31 0 0 0 26 2 0 0 0 11 0 0 0 0 0 81
5:30 PM 11 20 0 1 0 22 0 0 1 0 11 0 0 0 0 0 66
5:45 PM 12 25 0 2 0 24 1 0 2 0 13 0 0 0 0 0 79

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 115 223 0 5 0 228 5 1 9 0 112 0 0 0 0 0 698 APPROACH %'s : 33.53% 65.01% 0.00% 1.46% 0.00% 97.44% 2.14% 0.43% 7.44% 0.00% 92.56% 0.00% PEAK HR : 4:00 PM 289 0 0 TOTAL
PEAK HR VOL : 69 115 0 1 0 132 1 1 5 0 63 0 0 0 0 0 387 PEAK HR FACTOR : 0.784 0.799 0.000 0.250 0.000 0.733 0.250 0.250 0.625 0.000 0.563 0.000 0.000 0.000 0.000 0.000 Data - Totals
9th St 9th St N/O Palm Ave/Union Bank/ Imperial Beach
Promenade
N/O Palm Ave/Union Bank/ Imperial Beach
Promenade

0.903 0.843 0.542
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-040016-002
2/3/2022
04:00 PM - 05:00 PM

0.880 0.784 0.728 0.586
12:00 PM - 01:00 PM

0.853 0.875 0.860 0.669
07:15 AM - 08:15 AM

0.856

Page 291 of 574 ends

National Data & Surveying ServicesIntersection Turning Movement Count Location: 9th St & N/O Palm Ave/Union Bank/ Imperial Beach Promenade City: Imperial Beach Project ID:

Control: No Control Date:

NS/EW Streets:
0 2 0 0 1 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1 0 0 0 2 0 0 0 0 0 0 0 0 0 0 3
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 7:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 2
PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
11:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:30 AM 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 3
11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:15 PM 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2
12:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 3 0 1 0 2 0 0 0 0 0 0 0 0 0 0 6
APPROACH %'s : 0.00% 75.00% 0.00% 25.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 12:00 PM 165 0 0 TOTAL
PEAK HR VOL : 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 2
PEAK HR FACTOR : 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 2 0 0 1 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 2 0 0 0 1 0 0 0 0 1 0 0 0 0 0 4
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2
5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 5 0 0 0 1 2 0 0 0 1 0 0 0 0 0 9
APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 33.33% 66.67% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 4:00 PM 289 0 0 TOTAL
PEAK HR VOL : 0 3 0 0 0 1 0 0 0 0 1 0 0 0 0 0 5
PEAK HR FACTOR : 0.000 0.375 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 Data - Bikes
9th St 9th St N/O Palm Ave/Union Bank/ Imperial Beach
Promenade
N/O Palm Ave/Union Bank/ Imperial Beach
Promenade

0.250 0.250
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NOON

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-040016-002
2/3/2022
04:00 PM - 05:00 PM

0.313 0.375 0.250 0.250
12:00 PM - 01:00 PM

0.250 0.250 0.250
07:15 AM - 08:15 AM

0.250

Page 292 of 574 ends

National Data & Surveying ServicesIntersection Turning
Movement Count
Location: 9th St & N/O Palm Ave/Union Bank/ Imperial Beach Promenade Project ID:

City: Imperial Beach Date:

NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 0 0 0 0 0 0 0 7 7
7:15 AM 0 0 0 0 0 0 0 3 3
7:30 AM 0 0 0 0 0 0 0 3 3
7:45 AM 0 0 0 0 0 0 1 0 1
8:00 AM 0 0 0 0 1 1 0 0 2
8:15 AM 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 1 0 0 0 0 1 2
8:45 AM 0 1 0 1 0 0 0 1 3

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 1 1 1 1 1 15 21
APPROACH %'s : 0.00% 100.00% 50.00% 50.00% 50.00% 50.00% 6.25% 93.75% PEAK HR : 7:15 AM 37 -1 -1 TOTAL
PEAK HR VOL : 0 0 0 0 1 1 1 6 9
PEAK HR FACTOR : 0.250 0.250 0.250 0.500
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
11:00 AM 1 0 0 0 0 0 0 0 1
11:15 AM 1 0 0 0 0 0 0 1 2
11:30 AM 1 0 0 0 1 1 2 0 5
11:45 AM 0 0 0 0 0 0 0 0 0
12:00 PM 0 2 1 0 2 0 0 3 8
12:15 PM 3 0 0 0 0 0 0 0 3
12:30 PM 0 0 0 0 0 2 0 2 4
12:45 PM 0 0 0 0 3 0 6 1 10

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 6 2 1 0 6 3 8 7 33
APPROACH %'s : 75.00% 25.00% 100.00% 0.00% 66.67% 33.33% 53.33% 46.67% PEAK HR : 12:00 PM 163 -2 -2 TOTAL
PEAK HR VOL : 3 2 1 0 5 2 6 6 25
PEAK HR FACTOR : 0.250 0.250 0.250 0.417 0.250 0.250 0.500

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 0 1 0 1 0 1 0 2 5
4:15 PM 0 0 1 0 0 0 1 5 7
4:30 PM 0 0 0 0 1 0 1 0 2
4:45 PM 0 0 1 0 0 0 3 2 6
5:00 PM 0 0 0 0 2 1 3 3 9
5:15 PM 0 0 0 0 0 0 4 4 8
5:30 PM 0 0 0 0 0 0 1 1 2
5:45 PM 0 0 0 0 0 0 4 0 4

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 2 1 3 2 17 17 43
APPROACH %'s : 0.00% 100.00% 66.67% 33.33% 60.00% 40.00% 50.00% 50.00% PEAK HR : 4:00 PM 286 -3 -3 TOTAL
PEAK HR VOL : 0 1 2 1 1 1 5 9 20
PEAK HR FACTOR : 0.250 0.500 0.250 0.250 0.250 0.417 0.450 Data - Pedestrians (Crosswalks)
9th St 9th St N/O Palm Ave/Union
Bank/ Imperial Beach
N/O Palm Ave/Union
Bank/ Imperial Beach

0.250 0.583
07:15 AM - 08:15 AM

AM NORTH LEG SOUTH LEG EAST LEG WEST LEG

NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG
22-040016-002
2/3/2022

0.714 0.250 0.750 0.500 0.583
04:00 PM - 05:00 PM
12:00 PM - 01:00 PM

0.625 0.417 0.250 0.583 0.429

0.750

Page 293 of 574 ends

Prepared by National Data & Surveying Services
ID: 22-040016-002 Day:

City: Imperial Beach Date:

AM 2 170 0 0 AM
NOON 3 114 0 0 NOON
PM 1 132 0 1 PM

AM NOON PM PM NOON AM
0 0 1 0
0 0 0 0
1 0 0 0
0 0 0 0 0 0 0 0
2 5 5 0 TEV 315 396 387 0 0 0 0
0 0 0 1 PHF 0.86 0.85 0.88
11 78 63 0
0 0 2 0

AM NOON PM PM NOON AM
PM 1 69 115 0 PM
NOON 0 82 114 0 NOON
AM 0 30 100 0 AM
Pedestrians (Crosswalks)
Totals (PM) Total Bikes (PM)
192
181

NORTHBOUND
9th St
Totals (NOON) Total Bikes (NOON)
12:00 PM - 01:00 PM
0 0 0
Totals (AM) 196 Total Bikes (AM)
N/O Palm
Ave/Union Bank/ Imperial Beach
Promenade
E
A
S
T
B
O
U
N
D
W
E
S
T
B
O
U
N
D
N/O Palm
Ave/Union Bank/ Imperial Beach
Promenade
32 85 70

CONTROL
No Control
119 11:00 AM - 01:00 PM
04:00 PM - 05:00 PM 121
9th St & N/O Palm Ave/Union Bank/ Imperial Beach Promenade Peak Hour Turning Movement Count
9th St Thursday
SOUTHBOUND 2/3/2022
P4:00 PM - 06:00 PM EA

K HOURS
07:15 AM - 08:15 AM 102 7:00 AM - 09:00 AM
C

OUNT PERIO
DS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
NO
ON
PMAMNO
ON
AMPM
NO
ON
AMPMNO
ON
PMAM
9 6
6 5
6 1
21000
1 1
5 1
1 2
1 030021
0 0
1 0
0 0
010
030
0 0
0 0
0 0
010
000
0 0
0 0
0 0
010
010
0 0
63 0
0 5
11320
10 15
69 0
0 78 0
0 5
31140
10 14
82 0
0 11 0
0 2
217
0 0
10 00
30

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APPENDIX C

INTERSECTION ANALYSIS

WORKSHEETS

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APPENDIX C-1

INTERSECTION ANALYSIS
WORKSHEETS –

EXISTING CONDITIONS

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Intersection Analysis Summary
Report File: \...\1 EX MD.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach MD.vistro Scenario 1 EM MD Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.131 10.8 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 EB Thru 0.010 0.0 A
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 EB Left 0.422 23.7 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Volume to Capacity (v/c): 0.422
Level Of Service: C
Delay (sec / veh): 23.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 166 69 126 133 75 20 67 721 96 137 737 103 Total 15-Minute Volume [veh/h] 41 17 31 33 19 5 17 180 24 34 184 26 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 Total Hourly Volume [veh/h] 164 68 124 131 74 20 66 712 95 135 728 102 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 164 68 124 131 74 20 66 712 95 135 728 102 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 31 0 0 27 0 0 14 0 0 17 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 19 41 0 14 36 0 9 23 0 12 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 179.30 202.39 146.57 90.20 79.40 146.93 152.06 148.51 113.88 45.68 95th-Percentile Queue Length [veh/ln] 7.17 8.10 5.86 3.61 3.18 5.88 6.08 5.94 4.56 1.83 50th-Percentile Queue Length [ft/ln] 99.61 114.61 81.43 50.11 44.11 81.63 84.48 82.50 63.27 25.38 50th-Percentile Queue Length [veh/ln] 3.98 4.58 3.26 2.00 1.76 3.27 3.38 3.30 2.53 1.02 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D D D D B B D B B
d, Delay for Lane Group [s/veh] 47.11 44.91 49.02 38.25 54.99 14.16 14.67 47.61 11.36 10.46 X, volume / capacity 0.82 0.83 0.81 0.44 0.76 0.31 0.31 0.79 0.27 0.12 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.10 7.28 8.97 1.42 12.73 0.46 0.95 7.87 0.24 0.29 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 39.01 37.63 40.05 36.84 42.26 13.70 13.72 39.74 11.13 10.18 c, Capacity [veh/h] 202 235 165 215 88 1753 867 173 2751 859 s, saturation flow rate [veh/h] 1781 1679 1781 1803 1781 3560 1760 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.09 0.12 0.07 0.05 0.04 0.15 0.15 0.08 0.14 0.06 g / C, Green / Cycle 0.11 0.14 0.09 0.12 0.05 0.49 0.49 0.10 0.54 0.54 g_i, Effective Green Time [s] 10 13 8 11 4 44 44 9 49 49 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 47.11 44.91 44.91 49.02 38.25 38.25 54.99 14.28 14.67 47.61 11.36 10.46 Movement LOS D D D D D D D B B D B B
d_A, Approach Delay [s/veh] 45.92 44.54 17.41 16.35
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 23.71
Intersection LOS C
Intersection V/C 0.422
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.159 2.246 2.847 3.063 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 822 711 422 489 d_b, Bicycle Delay [s] 15.61 18.69 28.01 25.69
I_b,int, Bicycle LOS Score for Intersection 2.155 1.936 2.046 2.097 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.010
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 0 0 1018 1016 0
Total 15-Minute Volume [veh/h] 0 0 0 254 254 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 0 0 967 965 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 967 965 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS B A A
d_A, Approach Delay [s/veh] 13.25 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 13.25 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Volume to Capacity (v/c): 0.131
Level Of Service: B
Delay (sec / veh): 10.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 96 134 0 0 134 4 6 0 91 0 0 0 Total 15-Minute Volume [veh/h] 24 33 0 0 33 1 1 0 23 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 82 114 0 0 114 3 5 0 78 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 82 114 0 0 114 3 5 0 78 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 8.34
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.37 10.52 0.45 2.46
95th-Percentile Queue Length [ft/ln] 13.58 12.79 11.99 0.00 15.75 15.75 0.28 0.28 0.28 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.54 0.51 0.48 0.00 0.63 0.63 0.01 0.01 0.01 0.00 0.00 0.00 Movement LOS B B A A B A A A A A A A
d_M, Delay for Movement [s/veh] 10.80 10.06 9.21 9.85 10.55 9.28 7.23 0.00 0.00 7.39 0.00 0.00 V/C, Movement V/C Ratio 0.13 0.16 0.00 0.00 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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Intersection Analysis Summary
Report File: \...\1 EX PM.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach PM.vistro Scenario 1 EX PM Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.110 10.7 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 EB Thru 0.017 0.0 A
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 EB Left 0.578 23.7 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Volume to Capacity (v/c): 0.578
Level Of Service: C
Delay (sec / veh): 23.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 129 73 118 130 92 20 61 1422 220 145 667 92 Total 15-Minute Volume [veh/h] 32 18 30 32 23 5 15 355 55 36 167 23 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 Total Hourly Volume [veh/h] 123 70 113 124 88 19 58 1358 210 138 637 88 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 123 70 113 124 88 19 58 1358 210 138 637 88 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 14 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 12 36 0 12 36 0 11 32 0 10 31 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 143.67 199.06 145.39 104.38 73.30 321.53 330.32 157.91 98.17 39.22 95th-Percentile Queue Length [veh/ln] 5.75 7.96 5.82 4.18 2.93 12.86 13.21 6.32 3.93 1.57 50th-Percentile Queue Length [ft/ln] 79.82 112.20 80.77 57.99 40.72 204.32 211.16 87.73 54.54 21.79 50th-Percentile Queue Length [veh/ln] 3.19 4.49 3.23 2.32 1.63 8.17 8.45 3.51 2.18 0.87 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D D D E B C D B A
d, Delay for Lane Group [s/veh] 49.96 44.89 50.33 36.93 56.06 18.29 20.04 48.03 10.66 9.89 X, volume / capacity 0.81 0.82 0.82 0.45 0.76 0.62 0.63 0.81 0.24 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.69 7.15 10.03 1.26 13.57 1.68 3.42 8.40 0.20 0.24 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 40.27 37.74 40.30 35.67 42.49 16.61 16.62 39.63 10.46 9.65 c, Capacity [veh/h] 158 232 158 250 80 1763 864 179 2805 875 s, saturation flow rate [veh/h] 1781 1686 1781 1813 1781 3560 1745 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.11 0.07 0.06 0.03 0.31 0.31 0.08 0.13 0.06 g / C, Green / Cycle 0.09 0.14 0.09 0.14 0.04 0.50 0.50 0.10 0.55 0.55 g_i, Effective Green Time [s] 8 12 8 12 4 45 45 9 50 50 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.96 44.89 44.89 50.33 36.93 36.93 56.06 18.69 20.04 48.03 10.66 9.89 Movement LOS D D D D D D E B C D B A
d_A, Approach Delay [s/veh] 46.93 44.13 20.20 16.57
Approach LOS D D C B
d_I, Intersection Delay [s/veh] 23.69
Intersection LOS C
Intersection V/C 0.578
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.194 2.247 2.946 3.130 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 711 622 600 d_b, Bicycle Delay [s] 18.69 18.69 21.36 22.05
I_b,int, Bicycle LOS Score for Intersection 2.088 1.959 2.496 2.057 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.017
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 0 0 1679 908 0
Total 15-Minute Volume [veh/h] 0 0 0 420 227 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 0 0 1595 863 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 1595 863 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS B A A
d_A, Approach Delay [s/veh] 12.61 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 12.61 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.02 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Volume to Capacity (v/c): 0.110
Level Of Service: B
Delay (sec / veh): 10.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 80 131 0 1 150 1 6 0 72 0 0 0 Total 15-Minute Volume [veh/h] 20 33 0 0 38 0 1 0 18 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 Total Hourly Volume [veh/h] 70 115 0 1 132 1 5 0 63 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 115 0 1 132 1 5 0 63 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 8.62
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.24 10.50 0.56 2.45
95th-Percentile Queue Length [ft/ln] 12.19 11.45 10.72 0.10 17.19 17.19 0.28 0.28 0.28 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.49 0.46 0.43 0.00 0.69 0.69 0.01 0.01 0.01 0.00 0.00 0.00 Movement LOS B A A A B A A A A A A A
d_M, Delay for Movement [s/veh] 10.74 9.93 9.09 9.75 10.51 9.35 7.23 0.00 0.00 7.36 0.00 0.00 V/C, Movement V/C Ratio 0.11 0.16 0.00 0.00 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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APPENDIX C-2

INTERSECTION ANALYSIS
WORKSHEETS –

EXISTING PLUS PROJECT

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Intersection Analysis Summary
Report File: \...\2 EX WP MD.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach MD.vistro Scenario 2 EX WP MD Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.143 11.5 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 SB Right 0.055 13.7 B
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 EB Left 0.438 24.8 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Volume to Capacity (v/c): 0.438
Level Of Service: C
Delay (sec / veh): 24.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 166 75 126 151 75 20 83 712 96 144 744 103 Total 15-Minute Volume [veh/h] 41 19 31 38 19 5 21 178 24 36 186 26 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 Total Hourly Volume [veh/h] 164 74 124 149 74 20 82 703 95 142 735 102 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 9 0 0 9 -9 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 6 0 9 0 0 7 0 0 7 7 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 164 68 124 131 74 20 66 712 95 135 728 102 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 14 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 19 41 0 14 36 0 9 23 0 12 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 179.07 206.37 165.29 87.90 95.14 152.02 157.24 155.71 123.85 49.08 95th-Percentile Queue Length [veh/ln] 7.16 8.25 6.61 3.52 3.81 6.08 6.29 6.23 4.95 1.96 50th-Percentile Queue Length [ft/ln] 99.48 117.48 91.83 48.83 52.86 84.46 87.36 86.51 68.81 27.27 50th-Percentile Queue Length [veh/ln] 3.98 4.70 3.67 1.95 2.11 3.38 3.49 3.46 2.75 1.09 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D D D D B B D B B
d, Delay for Lane Group [s/veh] 46.99 44.35 48.36 36.65 52.32 15.22 15.77 47.38 12.73 11.70 X, volume / capacity 0.82 0.83 0.82 0.39 0.77 0.32 0.32 0.80 0.28 0.13 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.00 6.96 8.81 1.04 10.69 0.50 1.03 7.84 0.27 0.32 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 38.99 37.39 39.55 35.62 41.63 14.72 14.74 39.54 12.46 11.38 c, Capacity [veh/h] 202 243 184 242 108 1685 832 180 2617 817 s, saturation flow rate [veh/h] 1781 1684 1781 1803 1781 3560 1759 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.09 0.12 0.08 0.05 0.05 0.15 0.15 0.08 0.15 0.06 g / C, Green / Cycle 0.11 0.14 0.10 0.13 0.06 0.47 0.47 0.10 0.51 0.51 g_i, Effective Green Time [s] 10 13 9 12 5 43 43 9 46 46 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.99 44.35 44.35 48.36 36.65 36.65 52.32 15.35 15.77 47.38 12.73 11.70 Movement LOS D D D D D D D B B D B B
d_A, Approach Delay [s/veh] 45.55 43.84 18.84 17.66
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 24.77
Intersection LOS C
Intersection V/C 0.438
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.163 2.256 2.849 3.065 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 822 711 422 489 d_b, Bicycle Delay [s] 15.61 18.69 28.01 25.69
I_b,int, Bicycle LOS Score for Intersection 2.165 1.966 2.050 2.105 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
Kimley-Horn & Associates, Inc.

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Scenario 2: 2 EX WP MD
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Volume to Capacity (v/c): 0.055
Level Of Service: B
Delay (sec / veh): 13.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 24 0 1027 1006 20
Total 15-Minute Volume [veh/h] 0 6 0 257 252 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 23 0 976 956 19
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 9 0 0 -9 9
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 14 0 9 0 10
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 967 965 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Scenario 2: 2 EX WP MD
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Intersection LOS B
d_I, Intersection Delay [s/veh] 0.16
Approach LOS B A A
d_A, Approach Delay [s/veh] 13.66 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 4.31 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.17 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 13.66 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.05 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Volume to Capacity (v/c): 0.143
Level Of Service: B
Delay (sec / veh): 11.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 96 134 26 4 134 4 6 0 91 21 0 4 Total 15-Minute Volume [veh/h] 24 33 6 1 33 1 1 0 23 5 0 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 82 114 22 3 114 3 5 0 78 18 0 3 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 9 0 0 0 0 0 0 9 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 13 3 0 0 0 0 0 9 0 3
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 82 114 0 0 114 3 5 0 78 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 8.71
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.81 10.98 0.45 6.24
95th-Percentile Queue Length [ft/ln] 16.84 15.38 13.92 0.46 17.09 17.09 0.28 0.28 0.28 1.06 1.06 1.06 95th-Percentile Queue Length [veh/ln] 0.67 0.62 0.56 0.02 0.68 0.68 0.01 0.01 0.01 0.04 0.04 0.04 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 11.55 10.57 9.34 10.57 11.04 9.44 7.23 0.00 0.00 7.43 0.00 0.00 V/C, Movement V/C Ratio 0.14 0.17 0.03 0.01 0.18 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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Intersection Analysis Summary
Report File: \...\2 EX WP PM.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach PM.vistro Scenario 2 EX WP PM Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.119 11.4 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 SB Right 0.052 13.0 B
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 SB Left 0.594 25.0 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Volume to Capacity (v/c): 0.594
Level Of Service: C
Delay (sec / veh): 25.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 129 80 118 148 92 20 77 1413 220 153 674 92 Total 15-Minute Volume [veh/h] 32 20 30 37 23 5 19 353 55 38 169 23 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 Total Hourly Volume [veh/h] 123 76 113 141 88 19 74 1349 210 146 644 88 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 9 0 0 9 -9 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 6 0 8 0 0 7 0 0 8 7 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 123 70 113 124 88 19 58 1358 210 138 637 88 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 14 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 12 36 0 12 36 0 11 32 0 10 31 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 143.67 204.46 185.42 103.67 89.02 325.47 334.53 166.35 104.02 41.03 95th-Percentile Queue Length [veh/ln] 5.75 8.18 7.42 4.15 3.56 13.02 13.38 6.65 4.16 1.64 50th-Percentile Queue Length [ft/ln] 79.82 116.11 103.01 57.59 49.45 207.39 214.45 92.41 57.79 22.79 50th-Percentile Queue Length [veh/ln] 3.19 4.64 4.12 2.30 1.98 8.30 8.58 3.70 2.31 0.91 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D E D D B C D B B
d, Delay for Lane Group [s/veh] 49.96 44.68 61.42 36.52 52.96 18.89 20.72 47.86 11.43 10.58 X, volume / capacity 0.81 0.83 0.93 0.44 0.76 0.63 0.63 0.82 0.25 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.69 7.12 20.68 1.17 11.12 1.77 3.58 8.43 0.22 0.26 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 40.27 37.56 40.74 35.35 41.84 17.12 17.14 39.42 11.21 10.32 c, Capacity [veh/h] 158 239 158 256 101 1733 849 187 2726 850 s, saturation flow rate [veh/h] 1781 1692 1781 1813 1781 3560 1744 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.12 0.08 0.06 0.04 0.31 0.31 0.09 0.13 0.06 g / C, Green / Cycle 0.09 0.14 0.09 0.14 0.06 0.49 0.49 0.11 0.54 0.54 g_i, Effective Green Time [s] 8 13 8 13 5 44 44 10 48 48 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 49.96 44.68 44.68 61.42 36.52 36.52 52.96 19.30 20.72 47.86 11.43 10.58 Movement LOS D D D E D D D B C D B B
d_A, Approach Delay [s/veh] 46.77 50.70 21.00 17.41
Approach LOS D D C B
d_I, Intersection Delay [s/veh] 24.99
Intersection LOS C
Intersection V/C 0.594
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.199 2.257 2.948 3.132 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 711 622 600 d_b, Bicycle Delay [s] 18.69 18.69 21.36 22.05
I_b,int, Bicycle LOS Score for Intersection 2.099 1.989 2.500 2.065 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.052
Level Of Service: B
Delay (sec / veh): 13.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 25 0 1687 899 20
Total 15-Minute Volume [veh/h] 0 6 0 422 225 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 24 0 1603 854 19
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 9 0 0 -9 9
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 15 0 8 0 10
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 1595 863 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 0.12
Approach LOS B A A
d_A, Approach Delay [s/veh] 12.98 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 4.14 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.17 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 12.98 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.05 0.00 0.02 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Volume to Capacity (v/c): 0.119
Level Of Service: B
Delay (sec / veh): 11.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 80 131 25 5 150 1 6 0 72 19 0 3 Total 15-Minute Volume [veh/h] 20 33 6 1 38 0 1 0 18 5 0 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 Total Hourly Volume [veh/h] 70 115 22 4 132 1 5 0 63 17 0 3 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 9 0 0 0 0 0 0 9 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 13 3 0 0 0 0 0 8 0 3
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 115 0 1 132 1 5 0 63 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 8.92
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.60 10.93 0.56 6.38
95th-Percentile Queue Length [ft/ln] 14.97 13.66 12.36 0.56 18.54 18.54 0.28 0.28 0.28 0.94 0.94 0.94 95th-Percentile Queue Length [veh/ln] 0.60 0.55 0.49 0.02 0.74 0.74 0.01 0.01 0.01 0.04 0.04 0.04 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 11.40 10.38 9.19 10.40 10.96 9.51 7.23 0.00 0.00 7.39 0.00 0.00 V/C, Movement V/C Ratio 0.12 0.17 0.02 0.01 0.20 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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Scenario 2: 2 EX WP PM
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APPENDIX C-3

INTERSECTION ANALYSIS
WORKSHEETS –
OPENING YEAR 2023

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Intersection Analysis Summary
Report File: \...\3 OY 2023 CUM MD.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach MD.vistro Scenario 3 OY 2023 CUM MD Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.137 11.0 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 WB Thru 0.012 0.0 A
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 EB Left 0.447 23.5 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Volume to Capacity (v/c): 0.447
Level Of Service: C
Delay (sec / veh): 23.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 170 70 128 144 76 20 70 804 98 140 899 109 Total 15-Minute Volume [veh/h] 43 17 32 36 19 5 17 201 25 35 225 27 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 Total Hourly Volume [veh/h] 168 69 126 142 75 20 69 794 97 138 888 108 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 1 0 0 8 0 0 2 68 0 0 145 4
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 164 68 124 131 74 20 66 712 95 135 728 102 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 14 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 19 41 0 14 36 0 9 23 0 12 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 183.43 204.73 158.00 90.21 82.32 169.76 176.00 151.54 148.89 50.02 95th-Percentile Queue Length [veh/ln] 7.34 8.19 6.32 3.61 3.29 6.79 7.04 6.06 5.96 2.00 50th-Percentile Queue Length [ft/ln] 101.91 116.30 87.78 50.12 45.74 94.31 97.78 84.19 82.72 27.79 50th-Percentile Queue Length [veh/ln] 4.08 4.65 3.51 2.00 1.83 3.77 3.91 3.37 3.31 1.11 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D D D D B B D B B
d, Delay for Lane Group [s/veh] 46.99 44.83 48.60 37.61 54.37 15.09 15.69 47.48 12.43 11.01 X, volume / capacity 0.83 0.83 0.82 0.42 0.76 0.35 0.35 0.79 0.33 0.13 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.09 7.28 8.86 1.26 12.23 0.56 1.15 7.83 0.33 0.32 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 38.91 37.55 39.74 36.35 42.14 14.52 14.54 39.65 12.09 10.69 c, Capacity [veh/h] 206 238 176 226 92 1716 852 176 2698 842 s, saturation flow rate [veh/h] 1781 1678 1781 1804 1781 3560 1768 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.10 0.12 0.08 0.05 0.04 0.17 0.17 0.08 0.18 0.07 g / C, Green / Cycle 0.12 0.14 0.10 0.13 0.05 0.48 0.48 0.10 0.53 0.53 g_i, Effective Green Time [s] 10 13 9 11 5 43 43 9 48 48 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.99 44.83 44.83 48.60 37.61 37.61 54.37 15.24 15.69 47.48 12.43 11.01 Movement LOS D D D D D D D B B D B B
d_A, Approach Delay [s/veh] 45.83 44.21 18.10 16.57
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 23.49
Intersection LOS C
Intersection V/C 0.447
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.163 2.252 2.882 3.092 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 822 711 422 489 d_b, Bicycle Delay [s] 15.61 18.69 28.01 25.69
I_b,int, Bicycle LOS Score for Intersection 2.167 1.956 2.094 2.191 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.012
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 0 0 1118 1193 0
Total 15-Minute Volume [veh/h] 0 0 0 279 298 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 0 0 1062 1133 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 76 149 0
Growth Factor 1.0000 1.0200 1.0000 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 967 965 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS B A A
d_A, Approach Delay [s/veh] 14.41 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 14.41 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Volume to Capacity (v/c): 0.137
Level Of Service: B
Delay (sec / veh): 11.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 98 143 0 0 145 4 6 0 94 0 0 0 Total 15-Minute Volume [veh/h] 25 36 0 0 36 1 1 0 23 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 84 122 0 0 124 3 5 0 80 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 6 0 0 8 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 82 114 0 0 114 3 5 0 78 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 8.48
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.48 10.64 0.43 2.47
95th-Percentile Queue Length [ft/ln] 14.65 13.67 12.69 0.00 17.37 17.37 0.28 0.28 0.28 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.59 0.55 0.51 0.00 0.69 0.69 0.01 0.01 0.01 0.00 0.00 0.00 Movement LOS B B A A B A A A A A A A
d_M, Delay for Movement [s/veh] 11.01 10.12 9.26 9.94 10.68 9.38 7.23 0.00 0.00 7.40 0.00 0.00 V/C, Movement V/C Ratio 0.14 0.17 0.00 0.00 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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Intersection Analysis Summary
Report File: \...\3 OY 2023 CUM PM.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach PM.vistro Scenario 3 OY 2023 CUM PM Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.115 11.0 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 EB Thru 0.019 0.0 A
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 SB Left 0.624 24.6 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Volume to Capacity (v/c): 0.624
Level Of Service: C
Delay (sec / veh): 24.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 131 74 120 141 94 22 63 1609 225 148 780 97 Total 15-Minute Volume [veh/h] 33 19 30 35 24 5 16 402 56 37 195 24 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 Total Hourly Volume [veh/h] 125 71 115 135 90 21 60 1537 215 141 745 93 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 9 0 2 1 152 1 0 95 3
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 123 70 113 124 88 19 58 1358 210 138 637 88 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 14 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 12 36 0 12 36 0 11 32 0 10 31 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 147.15 201.40 167.30 108.14 75.26 372.15 388.64 161.07 119.07 41.91 95th-Percentile Queue Length [veh/ln] 5.89 8.06 6.69 4.33 3.01 14.89 15.55 6.44 4.76 1.68 50th-Percentile Queue Length [ft/ln] 81.75 113.89 92.95 60.08 41.81 244.05 257.15 89.49 66.15 23.28 50th-Percentile Queue Length [veh/ln] 3.27 4.56 3.72 2.40 1.67 9.76 10.29 3.58 2.65 0.93 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D E D E C C D B B
d, Delay for Lane Group [s/veh] 50.72 44.81 55.84 36.91 55.59 20.11 22.59 47.96 11.14 10.08 X, volume / capacity 0.83 0.83 0.89 0.46 0.76 0.70 0.70 0.81 0.28 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.39 7.15 15.27 1.30 13.18 2.36 4.80 8.41 0.25 0.26 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 40.32 37.66 40.57 35.61 42.40 17.74 17.79 39.55 10.89 9.82 c, Capacity [veh/h] 158 235 158 252 83 1750 863 182 2788 870 s, saturation flow rate [veh/h] 1781 1686 1781 1809 1781 3560 1755 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.12 0.08 0.06 0.04 0.34 0.35 0.08 0.15 0.06 g / C, Green / Cycle 0.09 0.14 0.09 0.14 0.05 0.49 0.49 0.10 0.55 0.55 g_i, Effective Green Time [s] 8 12 8 12 4 44 44 9 49 49 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 50.72 44.81 44.81 55.84 36.91 36.91 55.59 20.70 22.59 47.96 11.14 10.08 Movement LOS D D D E D D E C C D B B
d_A, Approach Delay [s/veh] 47.19 47.30 22.08 16.36
Approach LOS D D C B
d_I, Intersection Delay [s/veh] 24.59
Intersection LOS C
Intersection V/C 0.624
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.199 2.252 2.990 3.164 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 711 622 600 d_b, Bicycle Delay [s] 18.69 18.69 21.36 22.05
I_b,int, Bicycle LOS Score for Intersection 2.096 1.984 2.603 2.123 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
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Volume to Capacity (v/c): 0.019
Level Of Service: A
Delay (sec / veh): 0.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 0 0 1882 1029 0
Total 15-Minute Volume [veh/h] 0 0 0 471 257 0
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 0 0 1788 978 0
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 161 98 0
Growth Factor 1.0000 1.0200 1.0000 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 1595 863 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Intersection LOS A
d_I, Intersection Delay [s/veh] 0.00
Approach LOS B A A
d_A, Approach Delay [s/veh] 13.33 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 0.00 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.00 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 13.33 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.00 0.00 0.02 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Volume to Capacity (v/c): 0.115
Level Of Service: B
Delay (sec / veh): 11.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 81 138 0 1 166 1 6 0 73 0 0 0 Total 15-Minute Volume [veh/h] 20 34 0 0 41 0 1 0 18 0 0 0 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 Total Hourly Volume [veh/h] 71 121 0 1 146 1 5 0 64 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 4 0 0 11 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 115 0 1 132 1 5 0 63 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 8.79
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.34 10.65 0.55 2.45
95th-Percentile Queue Length [ft/ln] 13.05 12.12 11.19 0.10 19.49 19.49 0.28 0.28 0.28 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.52 0.48 0.45 0.00 0.78 0.78 0.01 0.01 0.01 0.00 0.00 0.00 Movement LOS B A A A B A A A A A A A
d_M, Delay for Movement [s/veh] 10.97 9.97 9.12 9.82 10.66 9.49 7.23 0.00 0.00 7.36 0.00 0.00 V/C, Movement V/C Ratio 0.12 0.16 0.00 0.00 0.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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APPENDIX C-4

INTERSECTION ANALYSIS
WORKSHEETS –
OPENING YEAR 2023 PLUS

PROJECT

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Intersection Analysis Summary
Report File: \...\4 OY 2023 CUM WP MD.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach MD.vistro Scenario 4 OY 2023 CUM WP MD Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.150 11.8 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 SB Right 0.062 15.0 B
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 EB Left 0.463 24.6 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Volume to Capacity (v/c): 0.463
Level Of Service: C
Delay (sec / veh): 24.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 170 76 128 162 76 20 86 795 98 147 906 109 Total 15-Minute Volume [veh/h] 43 19 32 40 19 5 22 199 25 37 226 27 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 0.9880 Total Hourly Volume [veh/h] 168 75 126 160 75 20 85 785 97 145 895 108 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 9 0 0 9 -9 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 6 0 9 0 0 7 0 0 7 7 0
In-Process Volume [veh/h] 1 0 0 8 0 0 2 68 0 0 145 4
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 164 68 124 131 74 20 66 712 95 135 728 102 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Scenario 4: 4 OY 2023 CUM WP MD
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 14 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 19 41 0 14 36 0 9 23 0 12 26 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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95th-Percentile Queue Length [ft/ln] 183.21 208.70 176.89 88.02 98.15 175.52 181.93 158.77 161.20 53.60 95th-Percentile Queue Length [veh/ln] 7.33 8.35 7.08 3.52 3.93 7.02 7.28 6.35 6.45 2.14 50th-Percentile Queue Length [ft/ln] 101.78 119.18 98.27 48.90 54.53 97.51 101.07 88.20 89.56 29.78 50th-Percentile Queue Length [veh/ln] 4.07 4.77 3.93 1.96 2.18 3.90 4.04 3.53 3.58 1.19 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D D D D B B D B B
d, Delay for Lane Group [s/veh] 46.88 44.28 48.08 36.11 51.97 16.18 16.83 47.26 13.87 12.26 X, volume / capacity 0.82 0.83 0.83 0.38 0.77 0.36 0.36 0.80 0.35 0.14 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 7.99 6.97 8.82 0.94 10.44 0.62 1.25 7.81 0.38 0.35 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 38.89 37.31 39.26 35.16 41.52 15.56 15.58 39.45 13.49 11.91 c, Capacity [veh/h] 206 246 195 252 112 1650 819 184 2565 800 s, saturation flow rate [veh/h] 1781 1684 1781 1804 1781 3560 1767 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.10 0.12 0.09 0.05 0.05 0.17 0.17 0.08 0.18 0.07 g / C, Green / Cycle 0.12 0.15 0.11 0.14 0.06 0.46 0.46 0.10 0.50 0.50 g_i, Effective Green Time [s] 10 13 10 13 6 42 42 9 45 45 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Raising Cane's Imperial Beach
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 46.88 44.28 44.28 48.08 36.11 36.11 51.97 16.34 16.83 47.26 13.87 12.26 Movement LOS D D D D D D D B B D B B
d_A, Approach Delay [s/veh] 45.46 43.62 19.52 17.95
Approach LOS D D B B
d_I, Intersection Delay [s/veh] 24.60
Intersection LOS C
Intersection V/C 0.463
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.168 2.262 2.884 3.094 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 822 711 422 489 d_b, Bicycle Delay [s] 15.61 18.69 28.01 25.69
I_b,int, Bicycle LOS Score for Intersection 2.177 1.985 2.098 2.199 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
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Raising Cane's Imperial Beach
Scenario 4: 4 OY 2023 CUM WP MD
Version 2022 (SP 0-0)
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Volume to Capacity (v/c): 0.062
Level Of Service: B
Delay (sec / veh): 15.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 24 0 1127 1183 20
Total 15-Minute Volume [veh/h] 0 6 0 282 296 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 23 0 1071 1124 19
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 9 0 0 -9 9
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 14 0 9 0 10
In-Process Volume [veh/h] 0 0 0 76 149 0
Growth Factor 1.0000 1.0200 1.0000 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 967 965 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Intersection LOS B
d_I, Intersection Delay [s/veh] 0.15
Approach LOS B A A
d_A, Approach Delay [s/veh] 14.96 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 4.96 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.20 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 14.96 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.06 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Volume to Capacity (v/c): 0.150
Level Of Service: B
Delay (sec / veh): 11.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 98 143 26 4 145 4 6 0 94 21 0 4 Total 15-Minute Volume [veh/h] 25 36 6 1 36 1 1 0 23 5 0 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 0.8530 Total Hourly Volume [veh/h] 84 122 22 3 124 3 5 0 80 18 0 3 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 9 0 0 0 0 0 0 9 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 13 3 0 0 0 0 0 9 0 3
In-Process Volume [veh/h] 0 6 0 0 8 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 82 114 0 0 114 3 5 0 78 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
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Scenario 4: 4 OY 2023 CUM WP MD
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Intersection LOS B
d_I, Intersection Delay [s/veh] 8.85
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.95 11.13 0.43 6.24
95th-Percentile Queue Length [ft/ln] 18.10 16.40 14.70 0.47 18.88 18.88 0.28 0.28 0.28 1.06 1.06 1.06 95th-Percentile Queue Length [veh/ln] 0.72 0.66 0.59 0.02 0.76 0.76 0.01 0.01 0.01 0.04 0.04 0.04 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 11.80 10.65 9.40 10.68 11.19 9.57 7.23 0.00 0.00 7.43 0.00 0.00 V/C, Movement V/C Ratio 0.15 0.19 0.03 0.01 0.20 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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Scenario 4: 4 OY 2023 CUM WP MD
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Intersection Analysis Summary
Report File: \...\4 OY 2023 CUM WP PM.pdf 2/24/2022
Vistro File: \...\RC Imperial Beach PM.vistro Scenario 4 OY 2023 CUM WP PM Raising Cane's Imperial Beach
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection.

NB Left 0.125 11.7 B
HCM 6th
Edition Two-way stop Ninth Street at ProjectDriveway 2 102 SB Right 0.057 13.8 B
HCM 6th
Edition Two-way stop Palm Avenue at ProjectDriveway 1 101 SB Left 0.640 26.3 C
HCM 6th
Edition 1 Palm Avenue at Ninth Street Signalized
ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS Kimley-Horn & Associates, Inc.

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Scenario 4: 4 OY 2023 CUM WP PM
Version 2022 (SP 0-0)
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Volume to Capacity (v/c): 0.640
Level Of Service: C
Delay (sec / veh): 26.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: Palm Avenue at Ninth Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49.21 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 1
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 1 0 0 1 1 0 1 1 0 1
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Intersection Setup
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Scenario 4: 4 OY 2023 CUM WP PM
Version 2022 (SP 0-0)
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Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing mi 0 0 0 0
v_co, Outbound Pedestrian Volume crossing 0 0 0 0
v_di, Inbound Pedestrian Volume crossing m 0 0 0 0
v_do, Outbound Pedestrian Volume crossing 0 0 0 0
Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 131 81 120 159 94 22 80 1600 225 156 787 97 Total 15-Minute Volume [veh/h] 33 20 30 40 24 5 20 400 56 39 197 24 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 0.9550 Total Hourly Volume [veh/h] 125 77 115 152 90 21 76 1528 215 149 752 93 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 9 0 0 9 -9 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 6 0 8 0 0 7 0 0 8 7 0
In-Process Volume [veh/h] 0 0 0 9 0 2 1 152 1 0 95 3
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 123 70 113 124 88 19 58 1358 210 138 637 88 Name Ninth Street Ninth Street Palm Avenue Palm Avenue
Volumes
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Scenario 4: 4 OY 2023 CUM WP PM
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Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No No
Maximum Recall No No No No No No No No
Minimum Recall No No No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 27 0 0 27 0 0 14 0 0 14 0
Walk [s] 0 5 0 0 5 0 0 5 0 0 5 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Split [s] 12 36 0 12 36 0 11 32 0 10 31 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 3.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 30 30 0 30 30 0
Minimum Green [s] 5 10 0 5 10 0 5 10 0 5 10 0
Lead / Lag Lead - - Lead - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 3 8 0 7 4 0
Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Phasing & Timing
Lost time [s] 0.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Semi-actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
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Scenario 4: 4 OY 2023 CUM WP PM
Version 2022 (SP 0-0)
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95th-Percentile Queue Length [ft/ln] 147.15 206.78 215.84 107.40 91.98 377.02 394.19 169.52 126.16 43.90 95th-Percentile Queue Length [veh/ln] 5.89 8.27 8.63 4.30 3.68 15.08 15.77 6.78 5.05 1.76 50th-Percentile Queue Length [ft/ln] 81.75 117.79 124.15 59.67 51.10 247.91 261.57 94.18 70.09 24.39 50th-Percentile Queue Length [veh/ln] 3.27 4.71 4.97 2.39 2.04 9.92 10.46 3.77 2.80 0.98 Critical Lane Group No Yes Yes No No No Yes Yes No No
Lane Group LOS D D F D D C C D B B
d, Delay for Lane Group [s/veh] 50.72 44.60 75.32 36.50 52.53 20.79 23.42 47.80 11.97 10.81 X, volume / capacity 0.83 0.83 1.00 0.45 0.76 0.71 0.71 0.82 0.29 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.39 7.12 34.32 1.21 10.80 2.50 5.08 8.45 0.27 0.28 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.11 0.11 0.11 0.11 0.50 0.50 0.11 0.50 0.50 d1, Uniform Delay [s] 40.32 37.48 41.00 35.29 41.73 18.28 18.34 39.35 11.70 10.54 c, Capacity [veh/h] 158 242 158 259 105 1721 848 190 2705 844 s, saturation flow rate [veh/h] 1781 1692 1781 1809 1781 3560 1755 1781 5094 1589 (v / s)_i Volume / Saturation Flow Rate 0.07 0.12 0.09 0.06 0.04 0.34 0.34 0.09 0.15 0.06 g / C, Green / Cycle 0.09 0.14 0.09 0.14 0.06 0.48 0.48 0.11 0.53 0.53 g_i, Effective Green Time [s] 8 13 8 13 5 43 43 10 48 48 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90 90
Lane Group L C L C L C C L C R
Lane Group Calculations
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Raising Cane's Imperial Beach
Scenario 4: 4 OY 2023 CUM WP PM
Version 2022 (SP 0-0)
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Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 50.72 44.60 44.60 75.32 36.50 36.50 52.53 21.41 23.42 47.80 11.97 10.81 Movement LOS D D D F D D D C C D B B
d_A, Approach Delay [s/veh] 47.01 58.95 22.95 17.24
Approach LOS D E C B
d_I, Intersection Delay [s/veh] 26.32
Intersection LOS C
Intersection V/C 0.640
Other Modes
g_Walk,mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 36.45 36.45 36.45 36.45
I_p,int, Pedestrian LOS Score for Intersection 2.204 2.263 2.992 3.167 Crosswalk LOS B B C C
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 711 711 622 600 d_b, Bicycle Delay [s] 18.69 18.69 21.36 22.05
I_b,int, Bicycle LOS Score for Intersection 2.107 2.013 2.607 2.132 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 7 8 - - - - - - - - - - - -
Ring 1 1 2 3 4 - - - - - - - - - - - -
Sequence
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Scenario 4: 4 OY 2023 CUM WP PM
Version 2022 (SP 0-0)
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Volume to Capacity (v/c): 0.057
Level Of Service: B
Delay (sec / veh): 13.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 101: Palm Avenue at Project Driveway 1
Intersection Level Of Service Report
Crosswalk Yes No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway 1 Palm Avenue Palm Avenue
Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 25 0 1891 1020 20
Total 15-Minute Volume [veh/h] 0 6 0 473 255 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9500 1.0000 0.9500 0.9500 0.9500 Total Hourly Volume [veh/h] 0 24 0 1796 969 19
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 9 0 0 -9 9
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 15 0 8 0 10
In-Process Volume [veh/h] 0 0 0 161 98 0
Growth Factor 1.0000 1.0200 1.0000 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 0 0 1595 863 0
Name Project Driveway 1 Palm Avenue Palm Avenue
Volumes
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Scenario 4: 4 OY 2023 CUM WP PM
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Intersection LOS B
d_I, Intersection Delay [s/veh] 0.12
Approach LOS B A A
d_A, Approach Delay [s/veh] 13.77 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 4.55 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.18 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 13.77 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.06 0.00 0.02 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
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Version 2022 (SP 0-0)
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Volume to Capacity (v/c): 0.125
Level Of Service: B
Delay (sec / veh): 11.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 102: Ninth Street at Project Driveway 2
Intersection Level Of Service Report
Crosswalk No No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 81 138 25 5 166 1 6 0 73 19 0 3 Total 15-Minute Volume [veh/h] 20 34 6 1 41 0 1 0 18 5 0 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 Total Hourly Volume [veh/h] 71 121 22 4 146 1 5 0 64 17 0 3 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 9 0 0 0 0 0 0 9 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 13 3 0 0 0 0 0 8 0 3
In-Process Volume [veh/h] 0 4 0 0 11 0 0 0 0 0 0 0
Growth Factor 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 1.0200 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 70 115 0 1 132 1 5 0 63 0 0 0 Name Ninth Street Ninth Street Shopping Center Project Driveway 2 Volumes
Kimley-Horn & Associates, Inc.

Raising Cane's Imperial Beach
Scenario 4: 4 OY 2023 CUM WP PM
Version 2022 (SP 0-0)
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Intersection LOS B
d_I, Intersection Delay [s/veh] 9.11
Approach LOS B B A A
d_A, Approach Delay [s/veh] 10.72 11.10 0.55 6.38
95th-Percentile Queue Length [ft/ln] 15.97 14.43 12.88 0.57 21.07 21.07 0.28 0.28 0.28 0.94 0.94 0.94 95th-Percentile Queue Length [veh/ln] 0.64 0.58 0.52 0.02 0.84 0.84 0.01 0.01 0.01 0.04 0.04 0.04 Movement LOS B B A B B A A A A A A A
d_M, Delay for Movement [s/veh] 11.67 10.43 9.22 10.48 11.13 9.67 7.23 0.00 0.00 7.39 0.00 0.00 V/C, Movement V/C Ratio 0.12 0.18 0.02 0.01 0.22 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Stop Stop Free Free
Intersection Settings
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Raising Cane's Imperial Beach
Scenario 4: 4 OY 2023 CUM WP PM
Version 2022 (SP 0-0)
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APPENDIX D

DRIVE-THROUGH QUEUING

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Location: 8867 Cuyamaca St Date: 2/5/2022
City: Santee, CA Day: Saturday
New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals
11:00 AM 3 2 0 5 4:00 PM 8 7 0 15
0 11:01 AM 3 2 0 5 0 4:01 PM 8 6 0 14
0 11:02 AM 3 2 0 5 0 4:02 PM 8 6 0 14
1 11:03 AM 3 3 0 6 0 4:03 PM 7 6 0 13
1 11:04 AM 4 3 0 7 1 4:04 PM 7 7 0 14
2 11:05 AM 5 4 0 9 0 4:05 PM 6 6 0 12
2 11:06 AM 6 5 0 11 1 4:06 PM 7 6 0 13
0 11:07 AM 6 5 0 11 0 4:07 PM 6 7 0 13
0 11:08 AM 6 4 0 10 0 4:08 PM 6 7 0 13
1 11:09 AM 8 3 0 11 2 4:09 PM 8 7 0 15
0 11:10 AM 8 3 0 11 0 4:10 PM 7 7 0 14
3 11:11 AM 10 4 0 14 1 4:11 PM 8 7 0 15
2 11:12 AM 10 6 0 16 1 4:12 PM 9 7 0 16
0 11:13 AM 10 6 0 16 0 4:13 PM 10 4 0 14
0 11:14 AM 9 3 0 12 1 4:14 PM 9 6 0 15
0 11:15 AM 9 2 0 11 0 4:15 PM 8 7 0 15
0 11:16 AM 8 3 0 11 0 4:16 PM 10 5 0 15
0 11:17 AM 8 2 0 10 0 4:17 PM 9 6 0 15
0 11:18 AM 8 2 0 10 0 4:18 PM 10 5 0 15
0 11:19 AM 8 2 0 10 1 4:19 PM 10 6 0 16
3 11:20 AM 9 4 0 13 0 4:20 PM 9 7 0 16
1 11:21 AM 9 5 0 14 1 4:21 PM 10 7 0 17
0 11:22 AM 8 4 0 12 0 4:22 PM 9 7 0 16
1 11:23 AM 6 7 0 13 0 4:23 PM 9 6 0 15
1 11:24 AM 7 7 0 14 1 4:24 PM 10 6 0 16
5 11:25 AM 11 8 0 19 0 4:25 PM 10 6 0 16
0 11:26 AM 11 7 0 18 0 4:26 PM 9 6 0 15
0 11:27 AM 11 7 0 18 0 4:27 PM 9 6 0 15
1 11:28 AM 11 8 0 19 1 4:28 PM 9 7 0 16
0 11:29 AM 10 7 0 17 0 4:29 PM 9 7 0 16
TIME
Queue Length (Number of Vehicles)
TIME
Queue Length (Number of Vehicles)
Prepared by National Data & Surveying Services
Queue Study

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1 11:30 AM 11
70 180 4:30 PM760 13
0 11:31 AM 1060 160 4:31 PM760 13
3 11:32 AM 1270 192 4:32 PM870 15
0 11:33 AM 1180 190 4:33 PM770 14
0 11:34 AM 1160 170 4:34 PM680 14
0 11:35 AM 1150 160 4:35 PM560 11
0 11:36 AM 1240 161 4:36 PM570 12
0 11:37 AM940 130 4:37 PM570 12
3 11:38 AM 1150 160 4:38 PM470 11
0 11:39 AM 1150 161 4:39 PM570 12
3 11:40 AM 1270 190 4:40 PM470 11
1 11:41 AM 1190 200 4:41 PM370 10
1 11:42 AM 11 100 210 4:42 PM2709
1 11:43 AM 11 110 220 4:43 PM3609
0 11:44 AM 11 110 220 4:44 PM5409
1 11:45 AM 12 110 235 4:45 PM770 14
0 11:46 AM 11 100 212 4:46 PM790 16
0 11:47 AM 11 100 210 4:47 PM770 14
0 11:48 AM 11 100 210 4:48 PM770 14
0 11:49 AM 1090 192 4:49 PM970 16
2 11:50 AM 10 110 211 4:50 PM 1070 17
1 11:51 AM 11 101 220 4:51 PM880 16
0 11:52 AM 1090 190 4:52 PM880 16
0 11:53 AM 1180 190 4:53 PM970 16
2 11:54 AM 1290 211 4:54 PM980 17
0 11:55 AM 1290 211 4:55 PM 1080 18
0 11:56 AM 1290 213 4:56 PM 11 100 21
0 11:57 AM 1280 200 4:57 PM 10 110 21
0 11:58 AM 1270 190 4:58 PM9 100 19
1 11:59 AM 1280 202 4:59 PM 11 100 21
2 12:00 PM 12 100 220 5:00 PM 10 100 20
0 12:01 PM 12 100 220 5:01 PM 1090 19
0 12:02 PM 1180 191 5:02 PM 1190 20
0 12:03 PM 1180 190 5:03 PM 1070 17
0 12:04 PM 1180 190 5:04 PM970 16
0 12:05 PM 1170 181 5:05 PM 1070 17
0 12:06 PM 1080 180 5:06 PM 1070 17
0 12:07 PM960 150 5:07 PM 1070 17

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0 12:08 PM
670 130 5:08 PM 1070 17
0 12:09 PM670 130 5:09 PM870 15
4 12:10 PM980 171 5:10 PM970 16
0 12:11 PM980 170 5:11 PM960 15
0 12:12 PM980 172 5:12 PM 1160 17
0 12:13 PM 1070 175 5:13 PM 12 100 22
0 12:14 PM 1140 150 5:14 PM 11 100 21
0 12:15 PM 1040 140 5:15 PM 11 100 21
5 12:16 PM 1180 190 5:16 PM 1080 18
1 12:17 PM 1190 201 5:17 PM 1180 19
0 12:18 PM 1160 171 5:18 PM 1190 20
3 12:19 PM 1280 201 5:19 PM 1290 21
1 12:20 PM 1290 210 5:20 PM 1290 21
0 12:21 PM 1190 200 5:21 PM 1290 21
2 12:22 PM 12 100 220 5:22 PM 1180 19
0 12:23 PM 1190 201 5:23 PM 1280 20
2 12:24 PM 12 100 220 5:24 PM 1280 20
0 12:25 PM 12 100 220 5:25 PM 1160 17
0 12:26 PM 11 100 210 5:26 PM 1160 17
0 12:27 PM 11 100 210 5:27 PM 1160 17
0 12:28 PM 11 100 211 5:28 PM 1170 18
1 12:29 PM 12 100 220 5:29 PM770 14
0 12:30 PM 12 100 220 5:30 PM850 13
2 12:31 PM 12 120 240 5:31 PM760 13
0 12:32 PM 12 110 230 5:32 PM570 12
1 12:33 PM 12 120 240 5:33 PM460 10
0 12:34 PM 11 120 230 5:34 PM460 10
0 12:35 PM 10 110 210 5:35 PM2507
0 12:36 PM9 100 190 5:36 PM2507
1 12:37 PM 10 100 202 5:37 PM2709
2 12:38 PM 12 100 221 5:38 PM370 10
0 12:39 PM 11 110 220 5:39 PM370 10
1 12:40 PM 11 120 231 5:40 PM470 11
0 12:41 PM9 120 211 5:41 PM570 12
4 12:42 PM 11 140 250 5:42 PM470 11
0 12:43 PM 11 140 255 5:43 PM970 16
1 12:44 PM 12 140 260 5:44 PM 1040 14
0 12:45 PM 11 131 253 5:45 PM980 17

Page 383 of 574 ends

0 12:46 PM 11 13
0 240 5:46 PM980 17
1 12:47 PM 12 130 250 5:47 PM880 16
0 12:48 PM 12 130 252 5:48 PM990 18
0 12:49 PM 11 120 231 5:49 PM 1090 19
0 12:50 PM 11 120 231 5:50 PM 1190 20
1 12:51 PM 12 120 240 5:51 PM 1280 20
0 12:52 PM 12 120 240 5:52 PM 1280 20
0 12:53 PM 12 100 220 5:53 PM 1190 20
0 12:54 PM 11 110 220 5:54 PM990 18
1 12:55 PM 12 110 233 5:55 PM 1290 21
0 12:56 PM 12 110 230 5:56 PM 1190 20
0 12:57 PM 12 110 230 5:57 PM 10 100 20
0 12:58 PM 1190 200 5:58 PM 1080 18
1 12:59 PM 10 110 212 5:59 PM 1190 20
3 1:00 PM 12 120 240 6:00 PM 1190 20
0 1:01 PM 12 120 241 6:01 PM 11 100 21
0 1:02 PM 10 120 221 6:02 PM 12 100 22
1 1:03 PM 11 120 230 6:03 PM 1290 21
0 1:04 PM 12 100 220 6:04 PM 1090 19
0 1:05 PM 10 100 200 6:05 PM 1090 19
0 1:06 PM 1190 200 6:06 PM 1090 19
2 1:07 PM 12 100 220 6:07 PM 1090 19
2 1:08 PM 12 120 241 6:08 PM 1190 20
0 1:09 PM 12 120 241 6:09 PM 11 100 21
0 1:10 PM 12 100 220 6:10 PM 1090 19
0 1:11 PM 12 100 220 6:11 PM 1080 18
0 1:12 PM 11 110 222 6:12 PM 1280 20
2 1:13 PM 11 130 242 6:13 PM 12 100 22
1 1:14 PM 12 130 250 6:14 PM 10 100 20
0 1:15 PM 11 111 231 6:15 PM 11 100 21
0 1:16 PM 12 110 230 6:16 PM 11 100 21
0 1:17 PM 1190 200 6:17 PM 1090 19
0 1:18 PM 1090 193 6:18 PM 12 100 22
0 1:19 PM 1180 190 6:19 PM 12 100 22
3 1:20 PM 12 100 220 6:20 PM 11 100 21
0 1:21 PM 1080 181 6:21 PM 12 100 22
2 1:22 PM 1190 200 6:22 PM 1290 21
0 1:23 PM 1280 200 6:23 PM 1280 20

Page 384 of 574 ends

1 1:24 PM 12
90 213 6:24 PM 12 110 23
0 1:25 PM 11 100 210 6:25 PM 11 100 21
1 1:26 PM 12 100 220 6:26 PM 11 100 21
4 1:27 PM 12 140 260 6:27 PM 1190 20
0 1:28 PM 12 131 260 6:28 PM990 18
0 1:29 PM 11 120 230 6:29 PM890 17
0 1:30 PM 11 120 230 6:30 PM890 17
0 1:31 PM 11 120 232 6:31 PM 1090 19
1 1:32 PM 12 120 241 6:32 PM 10 100 20
0 1:33 PM 11 100 210 6:33 PM 10 100 20
0 1:34 PM 1190 201 6:34 PM 11 100 21
0 1:35 PM890 170 6:35 PM 10 100 20
3 1:36 PM9 110 201 6:36 PM 11 100 21
2 1:37 PM 11 110 220 6:37 PM 11 100 21
0 1:38 PM9 110 201 6:38 PM 12 100 22
3 1:39 PM 12 110 230 6:39 PM 1290 21
1 1:40 PM 12 120 240 6:40 PM 1090 19
0 1:41 PM 11 120 230 6:41 PM 1090 19
1 1:42 PM 12 120 240 6:42 PM8 100 18
1 1:43 PM 12 130 250 6:43 PM8 100 18
0 1:44 PM 12 130 251 6:44 PM9 100 19
0 1:45 PM 12 120 240 6:45 PM9 100 19
0 1:46 PM 10 120 221 6:46 PM 10 100 20
0 1:47 PM 11 110 220 6:47 PM9 100 19
0 1:48 PM 11 110 220 6:48 PM990 18
0 1:49 PM 10 110 211 6:49 PM 1090 19
2 1:50 PM 12 110 230 6:50 PM 1090 19
0 1:51 PM 11 120 231 6:51 PM 10 100 20
0 1:52 PM 10 100 200 6:52 PM 10 100 20
0 1:53 PM9 100 190 6:53 PM 1190 20
0 1:54 PM9 100 190 6:54 PM 1190 20
0 1:55 PM8 100 180 6:55 PM 1190 20
1 1:56 PM8 110 190 6:56 PM 1090 19
0 1:57 PM8 110 190 6:57 PM 1090 19
0 1:58 PM790 160 6:58 PM 1070 17
0 1:59 PM790 160 6:59 PM 1070 17
3 2:00 PM8 110 190 7:00 PM 1060 16
Totals 1873 16284 3505 Totals 1178 10260 2204

Page 385 of 574 ends

Location: 8867 Cuyamaca St Date: 2/8/2022
City: Santee, CA Day: Tuesday
New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals
11:00 AM 2 1 0 3 4:00 PM 0 2 0 2
1 11:01 AM 2 2 0 4 0 4:01 PM 0 1 0 1
0 11:02 AM 0 2 0 2 1 4:02 PM 0 2 0 2
0 11:03 AM 1 1 0 2 1 4:03 PM 0 3 0 3
0 11:04 AM 1 0 0 1 0 4:04 PM 0 2 0 2
0 11:05 AM 1 0 0 1 0 4:05 PM 0 1 0 1
0 11:06 AM 1 0 0 1 0 4:06 PM 1 0 0 1
2 11:07 AM 1 2 0 3 1 4:07 PM 1 1 0 2
2 11:08 AM 1 4 0 5 0 4:08 PM 1 0 0 1
0 11:09 AM 1 4 0 5 0 4:09 PM 0 0 0 0
0 11:10 AM 1 4 0 5 2 4:10 PM 0 2 0 2
1 11:11 AM 1 5 0 6 1 4:11 PM 1 2 0 3
0 11:12 AM 0 6 0 6 0 4:12 PM 0 2 0 2
0 11:13 AM 2 4 0 6 2 4:13 PM 0 4 0 4
1 11:14 AM 3 4 0 7 1 4:14 PM 1 4 0 5
0 11:15 AM 5 1 0 6 2 4:15 PM 2 5 0 7
0 11:16 AM 4 2 0 6 0 4:16 PM 2 4 0 6
0 11:17 AM 4 2 0 6 0 4:17 PM 2 3 0 5
2 11:18 AM 4 4 0 8 0 4:18 PM 3 1 0 4
0 11:19 AM 2 4 0 6 3 4:19 PM 4 3 0 7
0 11:20 AM 1 5 0 6 0 4:20 PM 4 2 0 6
0 11:21 AM 1 4 0 5 0 4:21 PM 3 1 0 4
4 11:22 AM 2 7 0 9 0 4:22 PM 1 1 0 2
1 11:23 AM 3 7 0 10 0 4:23 PM 2 0 0 2
2 11:24 AM 3 9 0 12 3 4:24 PM 2 3 0 5
1 11:25 AM 4 9 0 13 2 4:25 PM 3 4 0 7
2 11:26 AM 5 10 0 15 0 4:26 PM 2 5 0 7
0 11:27 AM 6 9 0 15 2 4:27 PM 3 6 0 9
0 11:28 AM 5 10 0 15 0 4:28 PM 4 4 0 8
1 11:29 AM 6 10 0 16 3 4:29 PM 4 7 0 11
Prepared by National Data & Surveying Services
Queue Study
TIME
Queue Length (Number of Vehicles)
TIME
Queue Length (Number of Vehicles)

Page 386 of 574 ends

0 11:30 AM
590 14
1 4:30 PM
570 12
0 11:31 AM
590 14
1 4:31 PM
670 13
0 11:32 AM
940 13
1 4:32 PM
680 14
3 11:33 AM
970 16
0 4:33 PM
670 13
0 11:34 AM
960 15
1 4:34 PM
590 14
0 11:35 AM 11
30 14
0 4:35 PM
490 13
0 11:36 AM 11
30 14
0 4:36 PM
390 12
0 11:37 AM 12
20 14
0 4:37 PM
190 10
1 11:38 AM 11
40 15
1 4:38 PM
290 11
0 11:39 AM 11
40 15
0 4:39 PM
380 11
0 11:40 AM 11
30 14
0 4:40 PM
380 11
0 11:41 AM
940 13
0 4:41 PM
380 11
0 11:42 AM
840 12
0 4:42 PM
280 10
2 11:43 AM
770 14
0 4:43 PM
2709
3 11:44 AM
980 17
0 4:44 PM
3609
0 11:45 AM
880 16
0 4:45 PM
4509
0 11:46 AM
780 15
0 4:46 PM
4509
1 11:47 AM
6 100 16
0 4:47 PM
3609
2 11:48 AM 10
80 18
0 4:48 PM
3609
0 11:49 AM 10
60 16
1 4:49 PM
460 10
0 11:50 AM 10
50 15
0 4:50 PM
370 10
0 11:51 AM 11
30 14
0 4:51 PM
3609
1 11:52 AM 11
40 15
0 4:52 PM
3508
0 11:53 AM 11
20 13
2 4:53 PM
460 10
3 11:54 AM 10
60 16
1 4:54 PM
380 11
1 11:55 AM 10
70 17
0 4:55 PM
290 11
1 11:56 AM 10
80 18
0 4:56 PM
290 11
0 11:57 AM 11
70 18
1 4:57 PM
381 12
0 11:58 AM 11
60 17
1 4:58 PM
382 13
0 11:59 AM 12
50 17
0 4:59 PM
390 12
0 12:00 PM 10
50 15
3 5:00 PM
393 15
0 12:01 PM 11
40 15
0 5:01 PM
390 12
2 12:02 PM
980 17
4 5:02 PM
493 16
1 12:03 PM
8 100 18
0 5:03 PM
393 15
0 12:04 PM
990 18
1 5:04 PM
493 16
0 12:05 PM
960 15
0 5:05 PM
383 14
2 12:06 PM
980 17
0 5:06 PM
380 11
0 12:07 PM
970 16
5 5:07 PM
385 16

Page 387 of 574 ends

0 12:08 PM
880 16
0 5:08 PM
380 11
0 12:09 PM
950 14
4 5:09 PM
384 15
1 12:10 PM
960 15
0 5:10 PM
393 15
0 12:11 PM
870 15
0 5:11 PM
393 15
0 12:12 PM
760 13
0 5:12 PM
280 10
1 12:13 PM
950 14
4 5:13 PM
383 14
0 12:14 PM 10
40 14
0 5:14 PM
380 11
1 12:15 PM
960 15
1 5:15 PM
381 12
0 12:16 PM
960 15
2 5:16 PM
383 14
0 12:17 PM 10
50 15
0 5:17 PM
283 13
2 12:18 PM 10
70 17
0 5:18 PM
390 12
0 12:19 PM
970 16
3 5:19 PM
2 103 15
0 12:20 PM
780 15
1 5:20 PM
1 105 16
0 12:21 PM
960 15
0 5:21 PM
1 100 11
1 12:22 PM
970 16
5 5:22 PM
1 105 16
0 12:23 PM
860 14
1 5:23 PM
296 17
0 12:24 PM
860 14
0 5:24 PM
390 12
1 12:25 PM
870 15
7 5:25 PM
487 19
0 12:26 PM
870 15
0 5:26 PM
486 18
1 12:27 PM 11
50 16
0 5:27 PM
396 18
2 12:28 PM 10
80 18
2 5:28 PM
398 20
0 12:29 PM 10
80 18
0 5:29 PM
490 13
0 12:30 PM 10
60 16
7 5:30 PM
497 20
0 12:31 PM 10
50 15
0 5:31 PM
4 100 14
4 12:32 PM 10
90 19
7 5:32 PM
3 108 21
0 12:33 PM 11
70 18
0 5:33 PM
4 106 20
0 12:34 PM 10
60 16
0 5:34 PM
490 13
1 12:35 PM 11
60 17
9 5:35 PM
4 108 22
0 12:36 PM
961 16
0 5:36 PM
4 106 20
0 12:37 PM
851 14
0 5:37 PM
5 100 15
1 12:38 PM
870 15
1 5:38 PM
6 100 16
1 12:39 PM
880 16
4 5:39 PM
6 104 20
0 12:40 PM
790 16
0 5:40 PM
5 100 15
0 12:41 PM
880 16
2 5:41 PM
5 102 17
0 12:42 PM
880 16
1 5:42 PM
5 103 18
0 12:43 PM
690 15
0 5:43 PM
3 100 13
0 12:44 PM
4 100 14
1 5:44 PM
4 100 14
1 12:45 PM
5 100 15
8 5:45 PM
6 115 22

Page 388 of 574 ends

0 12:46 PM
5 100 15
0 5:46 PM
7 120 19
0 12:47 PM
590 14
4 5:47 PM
7 124 23
0 12:48 PM
580 13
0 5:48 PM
6 130 19
1 12:49 PM
680 14
4 5:49 PM
6 134 23
0 12:50 PM
680 14
0 5:50 PM
6 130 19
2 12:51 PM
790 16
7 5:51 PM
9 143 26
0 12:52 PM
880 16
0 5:52 PM 10 14
0 24
3 12:53 PM
9 100 19
4 5:53 PM 11 14
3 28
0 12:54 PM 10
90 19
0 5:54 PM 10 14
0 24
0 12:55 PM
980 17
1 5:55 PM 11 14
0 25
0 12:56 PM 10
60 16
0 5:56 PM
9 142 25
0 12:57 PM 10
40 14
0 5:57 PM 11 13
1 25
0 12:58 PM
950 14
0 5:58 PM 11 11
0 22
2 12:59 PM 10
60 16
0 5:59 PM 11 11
0 22
3 1:00 PM 10
90 19
0 6:00 PM 11
90 20
2 1:01 PM 11 10
0 21
0 6:01 PM 12
70 19
0 1:02 PM
8 100 18
0 6:02 PM 12
70 19
0 1:03 PM
790 16
0 6:03 PM 12
70 19
0 1:04 PM
790 16
0 6:04 PM 10
80 18
1 1:05 PM
6 110 17
0 6:05 PM 10
70 17
0 1:06 PM
790 16
1 6:06 PM 10
80 18
0 1:07 PM
970 16
0 6:07 PM 10
60 16
0 1:08 PM 11
50 16
0 6:08 PM 11
50 16
4 1:09 PM 11
90 20
5 6:09 PM 11 10
0 21
1 1:10 PM 11 10
0 21
0 6:10 PM 11 10
0 21
0 1:11 PM 10 11
0 21
0 6:11 PM 11
90 20
0 1:12 PM
9 100 19
0 6:12 PM 10
80 18
1 1:13 PM
8 120 20
1 6:13 PM 10
90 19
0 1:14 PM 11
80 19
0 6:14 PM 11
80 19
0 1:15 PM 11
80 19
0 6:15 PM 11
50 16
0 1:16 PM 12
50 17
5 6:16 PM 12
90 21
0 1:17 PM 10
40 14
0 6:17 PM 11 10
0 21
2 1:18 PM 10
60 16
1 6:18 PM 12 10
0 22
0 1:19 PM
750 12
0 6:19 PM 11
80 19
0 1:20 PM
840 12
0 6:20 PM 11
70 18
0 1:21 PM
660 12
0 6:21 PM 11
70 18
0 1:22 PM
470 11
2 6:22 PM 11
90 20
2 1:23 PM
490 13
0 6:23 PM 11
90 20

Page 389 of 574 ends

0 1:24 PM
580 13
0 6:24 PM 10
70 17
4 1:25 PM
6 110 17
1 6:25 PM 11
70 18
2 1:26 PM
6 130 19
1 6:26 PM 11
80 19
0 1:27 PM
990 18
0 6:27 PM 10
80 18
0 1:28 PM
980 17
1 6:28 PM 10
90 19
0 1:29 PM
970 16
0 6:29 PM
970 16
1 1:30 PM
980 17
3 6:30 PM 10
90 19
0 1:31 PM
870 15
0 6:31 PM 10
90 19
1 1:32 PM 10
60 16
0 6:32 PM
990 18
0 1:33 PM
970 16
0 6:33 PM
980 17
0 1:34 PM 10
50 15
0 6:34 PM
850 13
0 1:35 PM
910 10
7 6:35 PM 11
90 20
0 1:36 PM
8109
0 6:36 PM 11
70 18
2 1:37 PM
830 11
2 6:37 PM 11
90 20
1 1:38 PM
660 12
0 6:38 PM 11
70 18
0 1:39 PM
460 10
2 6:39 PM 10 10
0 20
0 1:40 PM
5409
1 6:40 PM 12
90 21
0 1:41 PM
6309
0 6:41 PM 10
90 19
0 1:42 PM
6309
0 6:42 PM 11
80 19
1 1:43 PM
730 10
3 6:43 PM 11 11
0 22
3 1:44 PM
850 13
0 6:44 PM 11 11
0 22
1 1:45 PM 11
30 14
1 6:45 PM 12 11
0 23
0 1:46 PM 11
30 14
0 6:46 PM 12 10
0 22
0 1:47 PM 12
10 13
0 6:47 PM 11 11
0 22
0 1:48 PM 10
10 11
0 6:48 PM 11 10
0 21
0 1:49 PM 10
00 10
0 6:49 PM
990 18
0 1:50 PM
9009
3 6:50 PM
9 102 21
0 1:51 PM
8109
2 6:51 PM
9 113 23
0 1:52 PM
8109
0 6:52 PM
9 113 23
0 1:53 PM
6208
0 6:53 PM 10 11
0 21
0 1:54 PM
6107
2 6:54 PM 10 11
2 23
0 1:55 PM
5207
0 6:55 PM
9 111 21
0 1:56 PM
5106
0 6:56 PM
9 110 20
0 1:57 PM
4206
1 6:57 PM 10 11
0 21
0 1:58 PM
3306
2 6:58 PM 10 11
2 23
0 1:59 PM
6006
0 6:59 PM 10 11
2 23
0 2:00 PM
6006
0 7:00 PM 10 11
0 21
Totals 1354 10642 2420 Totals 921 1141 167 2229

Page 390 of 574 ends

Location: 8223 Mira Mesa Blvd Date: 2/5/2022
City: San Diego, CA Day: Saturday
New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals
11:00 AM 0 1 0 1 4:00 PM 7 2 0 9
0 11:01 AM 0 1 0 1 0 4:01 PM 5 1 0 6
1 11:02 AM 1 1 0 2 2 4:02 PM 5 3 0 8
0 11:03 AM 1 1 0 2 2 4:03 PM 7 3 0 10
0 11:04 AM 1 1 0 2 0 4:04 PM 6 4 0 10
0 11:05 AM 0 0 0 0 0 4:05 PM 6 3 0 9
2 11:06 AM 2 0 0 2 1 4:06 PM 7 3 0 10
2 11:07 AM 2 2 0 4 0 4:07 PM 7 3 0 10
0 11:08 AM 1 2 0 3 0 4:08 PM 8 2 0 10
0 11:09 AM 1 2 0 3 0 4:09 PM 8 2 0 10
0 11:10 AM 1 2 0 3 0 4:10 PM 7 1 0 8
0 11:11 AM 1 2 0 3 0 4:11 PM 7 1 0 8
1 11:12 AM 1 3 0 4 0 4:12 PM 5 1 0 6
2 11:13 AM 0 6 0 6 0 4:13 PM 5 0 0 5
1 11:14 AM 1 6 0 7 0 4:14 PM 4 1 0 5
0 11:15 AM 0 5 0 5 1 4:15 PM 4 2 0 6
1 11:16 AM 0 6 0 6 0 4:16 PM 4 1 0 5
0 11:17 AM 1 5 0 6 0 4:17 PM 3 1 0 4
0 11:18 AM 1 5 0 6 1 4:18 PM 3 2 0 5
0 11:19 AM 2 3 0 5 1 4:19 PM 5 1 0 6
0 11:20 AM 2 3 0 5 1 4:20 PM 7 0 0 7
0 11:21 AM 1 3 0 4 1 4:21 PM 7 1 0 8
1 11:22 AM 1 4 0 5 0 4:22 PM 7 0 0 7
0 11:23 AM 2 2 0 4 0 4:23 PM 7 0 0 7
0 11:24 AM 1 3 0 4 0 4:24 PM 4 1 0 5
3 11:25 AM 3 4 0 7 0 4:25 PM 3 0 0 3
0 11:26 AM 4 2 0 6 0 4:26 PM 2 1 0 3
0 11:27 AM 4 1 0 5 0 4:27 PM 2 1 0 3
1 11:28 AM 4 2 0 6 0 4:28 PM 0 3 0 3
0 11:29 AM 4 1 0 5 0 4:29 PM 2 1 0 3
Prepared by National Data & Surveying Services
Queue Study
TIME
Queue Length (Number of Vehicles)
TIME
Queue Length (Number of Vehicles)

Page 391 of 574 ends

0 11:30 AM
50050 4:30 PM1001
0 11:31 AM50050 4:31 PM1001
0 11:32 AM41050 4:32 PM0000
0 11:33 AM31040 4:33 PM0000
1 11:34 AM41052 4:34 PM0202
0 11:35 AM31041 4:35 PM3003
0 11:36 AM12032 4:36 PM5005
0 11:37 AM01010 4:37 PM5005
0 11:38 AM01010 4:38 PM4004
0 11:39 AM00000 4:39 PM3003
0 11:40 AM00002 4:40 PM3205
0 11:41 AM00001 4:41 PM3306
2 11:42 AM20020 4:42 PM1203
0 11:43 AM00003 4:43 PM3306
1 11:44 AM01011 4:44 PM2507
2 11:45 AM30030 4:45 PM2507
0 11:46 AM30030 4:46 PM2305
0 11:47 AM30030 4:47 PM0303
0 11:48 AM30030 4:48 PM1203
0 11:49 AM20020 4:49 PM0202
1 11:50 AM30031 4:50 PM0303
1 11:51 AM22041 4:51 PM2204
0 11:52 AM12030 4:52 PM2204
0 11:53 AM11021 4:53 PM3205
1 11:54 AM12030 4:54 PM3205
1 11:55 AM31040 4:55 PM3205
0 11:56 AM40040 4:56 PM2305
0 11:57 AM40040 4:57 PM2204
2 11:58 AM42060 4:58 PM2204
0 11:59 AM51061 4:59 PM4105
0 12:00 PM40041 5:00 PM6006
0 12:01 PM40041 5:01 PM6107
1 12:02 PM50050 5:02 PM6107
1 12:03 PM51062 5:03 PM7209
3 12:04 PM72092 5:04 PM830 11
0 12:05 PM63091 5:05 PM840 12
0 12:06 PM62080 5:06 PM830 11
0 12:07 PM42060 5:07 PM9009

Page 392 of 574 ends

0 12:08 PM
33060 5:08 PM8008
0 12:09 PM23050 5:09 PM5106
2 12:10 PM34071 5:10 PM5207
0 12:11 PM43070 5:11 PM6107
0 12:12 PM34071 5:12 PM5308
0 12:13 PM33060 5:13 PM6208
0 12:14 PM24060 5:14 PM4307
0 12:15 PM14050 5:15 PM6107
0 12:16 PM23050 5:16 PM6107
0 12:17 PM23050 5:17 PM6006
0 12:18 PM22040 5:18 PM5005
1 12:19 PM23052 5:19 PM7007
1 12:20 PM24060 5:20 PM6006
0 12:21 PM23050 5:21 PM5005
1 12:22 PM33062 5:22 PM5207
2 12:23 PM44080 5:23 PM5207
1 12:24 PM54090 5:24 PM5207
0 12:25 PM44080 5:25 PM5005
1 12:26 PM54090 5:26 PM2002
0 12:27 PM54090 5:27 PM1001
0 12:28 PM54091 5:28 PM0202
0 12:29 PM44080 5:29 PM1001
0 12:30 PM44080 5:30 PM0000
0 12:31 PM26080 5:31 PM0000
0 12:32 PM24061 5:32 PM0101
0 12:33 PM23050 5:33 PM0101
0 12:34 PM13041 5:34 PM1102
0 12:35 PM03030 5:35 PM1102
1 12:36 PM13041 5:36 PM3003
0 12:37 PM13040 5:37 PM1102
1 12:38 PM14050 5:38 PM2002
0 12:39 PM23056 5:39 PM6208
2 12:40 PM34070 5:40 PM7007
1 12:41 PM53083 5:41 PM820 10
0 12:42 PM62080 5:42 PM820 10
0 12:43 PM61071 5:43 PM920 11
0 12:44 PM60060 5:44 PM7209
3 12:45 PM81090 5:45 PM7108

Page 393 of 574 ends

1 12:46 PM
730 100 5:46 PM6107
0 12:47 PM730 102 5:47 PM8109
2 12:48 PM840 122 5:48 PM920 11
2 12:49 PM860 140 5:49 PM730 10
1 12:50 PM960 150 5:50 PM730 10
0 12:51 PM660 120 5:51 PM640 10
0 12:52 PM550 100 5:52 PM6309
0 12:53 PM34071 5:53 PM730 10
0 12:54 PM34070 5:54 PM640 10
2 12:55 PM63091 5:55 PM740 11
0 12:56 PM62080 5:56 PM740 11
1 12:57 PM63090 5:57 PM7209
0 12:58 PM63090 5:58 PM5308
3 12:59 PM750 120 5:59 PM5308
1 1:00 PM940 131 6:00 PM4509
0 1:01 PM920 110 6:01 PM3508
0 1:02 PM910 100 6:02 PM3508
2 1:03 PM930 120 6:03 PM4408
0 1:04 PM910 100 6:04 PM4408
1 1:05 PM830 110 6:05 PM2507
2 1:06 PM940 130 6:06 PM4307
0 1:07 PM920 111 6:07 PM5308
0 1:08 PM830 110 6:08 PM6107
0 1:09 PM72092 6:09 PM6309
1 1:10 PM550 100 6:10 PM7209
2 1:11 PM750 120 6:11 PM7209
0 1:12 PM640 101 6:12 PM820 10
0 1:13 PM550 100 6:13 PM8008
1 1:14 PM560 110 6:14 PM8008
0 1:15 PM460 100 6:15 PM8008
0 1:16 PM550 100 6:16 PM6006
1 1:17 PM560 111 6:17 PM6107
0 1:18 PM640 100 6:18 PM6006
2 1:19 PM660 121 6:19 PM6107
0 1:20 PM660 120 6:20 PM6107
0 1:21 PM730 100 6:21 PM5005
2 1:22 PM660 120 6:22 PM5005
0 1:23 PM650 110 6:23 PM5005

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1 1:24 PM
660 120 6:24 PM4004
0 1:25 PM560 111 6:25 PM4105
1 1:26 PM660 120 6:26 PM2002
0 1:27 PM660 120 6:27 PM0000
0 1:28 PM660 121 6:28 PM0101
0 1:29 PM560 111 6:29 PM0202
0 1:30 PM650 110 6:30 PM0101
0 1:31 PM45090 6:31 PM0101
0 1:32 PM36091 6:32 PM1102
0 1:33 PM45091 6:33 PM3003
0 1:34 PM34071 6:34 PM3104
0 1:35 PM23050 6:35 PM3104
2 1:36 PM25070 6:36 PM3104
0 1:37 PM43070 6:37 PM3003
1 1:38 PM53080 6:38 PM2002
0 1:39 PM42061 6:39 PM2103
1 1:40 PM43071 6:40 PM2204
0 1:41 PM22040 6:41 PM2204
0 1:42 PM12031 6:42 PM2305
1 1:43 PM22042 6:43 PM2507
2 1:44 PM42063 6:44 PM550 10
0 1:45 PM32050 6:45 PM5308
0 1:46 PM22040 6:46 PM5308
1 1:47 PM23050 6:47 PM5106
0 1:48 PM32050 6:48 PM5005
0 1:49 PM50050 6:49 PM5005
1 1:50 PM51060 6:50 PM4004
2 1:51 PM53082 6:51 PM4206
0 1:52 PM44080 6:52 PM4105
0 1:53 PM53080 6:53 PM4105
0 1:54 PM62080 6:54 PM4105
2 1:55 PM640 100 6:55 PM4105
0 1:56 PM730 100 6:56 PM3003
0 1:57 PM62083 6:57 PM3306
0 1:58 PM71080 6:58 PM3205
1 1:59 PM81091 6:59 PM3306
0 2:00 PM90090 7:00 PM3306
Totals 690 5080 1198 Totals 770 2890 1059

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Location: 8223 Mira Mesa Blvd Date: 2/9/2022
City: San Diego, CA Day: Wednesday
New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals New Veh
in DT
Zone 1
(Pickup Window to
Order Menu)
Zone 2
(Order Menu to Drive
Thru Lane Entrance)
Zone 3
(Drive Thru Lane
Entrance to Back)
Totals
11:00 AM 0 1 0 1 4:00 PM 8 6 0 14
1 11:01 AM 0 2 0 2 0 4:01 PM 8 5 0 13
0 11:02 AM 0 2 0 2 0 4:02 PM 8 5 0 13
1 11:03 AM 0 3 0 3 1 4:03 PM 9 5 0 14
1 11:04 AM 1 3 0 4 0 4:04 PM 9 4 0 13
0 11:05 AM 2 2 0 4 0 4:05 PM 9 4 0 13
1 11:06 AM 4 1 0 5 0 4:06 PM 8 4 0 12
0 11:07 AM 4 1 0 5 0 4:07 PM 8 4 0 12
0 11:08 AM 4 0 0 4 0 4:08 PM 8 2 0 10
0 11:09 AM 3 1 0 4 0 4:09 PM 8 2 0 10
0 11:10 AM 2 1 0 3 0 4:10 PM 8 2 0 10
0 11:11 AM 2 1 0 3 1 4:11 PM 7 4 0 11
0 11:12 AM 2 1 0 3 0 4:12 PM 6 5 0 11
3 11:13 AM 2 4 0 6 1 4:13 PM 6 6 0 12
1 11:14 AM 2 5 0 7 0 4:14 PM 8 4 0 12
0 11:15 AM 3 3 0 6 0 4:15 PM 8 4 0 12
1 11:16 AM 4 3 0 7 1 4:16 PM 8 5 0 13
3 11:17 AM 5 5 0 10 1 4:17 PM 8 6 0 14
0 11:18 AM 5 4 0 9 1 4:18 PM 8 7 0 15
3 11:19 AM 7 5 0 12 0 4:19 PM 8 7 0 15
0 11:20 AM 7 3 0 10 0 4:20 PM 7 5 0 12
2 11:21 AM 8 4 0 12 0 4:21 PM 6 4 0 10
0 11:22 AM 8 4 0 12 0 4:22 PM 6 4 0 10
1 11:23 AM 7 6 0 13 0 4:23 PM 6 4 0 10
0 11:24 AM 7 5 0 12 0 4:24 PM 4 2 0 6
1 11:25 AM 7 6 0 13 0 4:25 PM 3 1 0 4
0 11:26 AM 7 5 0 12 0 4:26 PM 3 1 0 4
2 11:27 AM 8 6 0 14 0 4:27 PM 2 0 0 2
0 11:28 AM 8 6 0 14 1 4:28 PM 3 0 0 3
0 11:29 AM 7 4 0 11 1 4:29 PM 2 2 0 4
Prepared by National Data & Surveying Services
Queue Study
TIME
Queue Length (Number of Vehicles)
TIME
Queue Length (Number of Vehicles)

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0 11:30 AM
820 100 4:30 PM2204
2 11:31 AM930 120 4:31 PM2103
0 11:32 AM830 110 4:32 PM0000
0 11:33 AM830 110 4:33 PM0000
0 11:34 AM820 100 4:34 PM0000
0 11:35 AM820 100 4:35 PM0000
0 11:36 AM72091 4:36 PM0101
1 11:37 AM730 101 4:37 PM0202
0 11:38 AM730 100 4:38 PM0202
4 11:39 AM770 140 4:39 PM0101
1 11:40 AM870 150 4:40 PM0101
0 11:41 AM850 130 4:41 PM0000
3 11:42 AM880 161 4:42 PM0101
0 11:43 AM880 160 4:43 PM0101
0 11:44 AM780 151 4:44 PM0202
0 11:45 AM780 150 4:45 PM0202
1 11:46 AM880 160 4:46 PM0000
0 11:47 AM870 150 4:47 PM0000
0 11:48 AM760 130 4:48 PM0000
0 11:49 AM930 120 4:49 PM0000
0 11:50 AM920 111 4:50 PM0101
0 11:51 AM830 111 4:51 PM1102
1 11:52 AM840 122 4:52 PM2204
0 11:53 AM650 110 4:53 PM3003
0 11:54 AM63092 4:54 PM2305
1 11:55 AM640 100 4:55 PM0202
0 11:56 AM54090 4:56 PM0202
0 11:57 AM45090 4:57 PM0101
0 11:58 AM25070 4:58 PM0000
0 11:59 AM33060 4:59 PM0000
1 12:00 PM34071 5:00 PM1001
0 12:01 PM25072 5:01 PM0303
0 12:02 PM25071 5:02 PM2204
1 12:03 PM35081 5:03 PM4105
0 12:04 PM44080 5:04 PM4105
2 12:05 PM640 100 5:05 PM3003
1 12:06 PM560 112 5:06 PM3205
1 12:07 PM660 122 5:07 PM4307

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2 12:08 PM
680 140 5:08 PM3407
0 12:09 PM850 131 5:09 PM3508
1 12:10 PM950 142 5:10 PM460 10
0 12:11 PM930 120 5:11 PM460 10
1 12:12 PM940 130 5:12 PM3609
0 12:13 PM840 120 5:13 PM3609
0 12:14 PM930 120 5:14 PM4509
1 12:15 PM940 130 5:15 PM3609
0 12:16 PM940 131 5:16 PM460 10
0 12:17 PM840 120 5:17 PM460 10
0 12:18 PM820 100 5:18 PM5409
2 12:19 PM840 120 5:19 PM4408
0 12:20 PM840 121 5:20 PM4509
0 12:21 PM740 110 5:21 PM4509
1 12:22 PM750 121 5:22 PM550 10
2 12:23 PM770 140 5:23 PM5409
0 12:24 PM840 122 5:24 PM560 11
2 12:25 PM770 140 5:25 PM370 10
0 12:26 PM770 142 5:26 PM480 12
1 12:27 PM960 151 5:27 PM670 13
0 12:28 PM760 130 5:28 PM560 11
0 12:29 PM850 130 5:29 PM470 11
0 12:30 PM850 130 5:30 PM460 10
0 12:31 PM750 121 5:31 PM470 11
1 12:32 PM760 130 5:32 PM560 11
1 12:33 PM770 142 5:33 PM580 13
1 12:34 PM780 150 5:34 PM570 12
0 12:35 PM780 150 5:35 PM570 12
0 12:36 PM780 151 5:36 PM670 13
0 12:37 PM770 140 5:37 PM570 12
0 12:38 PM770 140 5:38 PM480 12
0 12:39 PM840 120 5:39 PM570 12
0 12:40 PM750 121 5:40 PM670 13
0 12:41 PM550 101 5:41 PM770 14
0 12:42 PM34071 5:42 PM870 15
0 12:43 PM32050 5:43 PM870 15
2 12:44 PM34070 5:44 PM870 15
0 12:45 PM15061 5:45 PM880 16

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0 12:46 PM
32050 5:46 PM880 16
0 12:47 PM11020 5:47 PM970 16
0 12:48 PM20020 5:48 PM970 16
1 12:49 PM30030 5:49 PM880 16
2 12:50 PM32050 5:50 PM770 14
1 12:51 PM33061 5:51 PM780 15
1 12:52 PM34070 5:52 PM780 15
0 12:53 PM42060 5:53 PM780 15
0 12:54 PM42060 5:54 PM680 14
0 12:55 PM42060 5:55 PM770 14
0 12:56 PM32050 5:56 PM770 14
2 12:57 PM34071 5:57 PM780 15
1 12:58 PM53080 5:58 PM680 14
1 12:59 PM63090 5:59 PM770 14
0 1:00 PM62081 6:00 PM780 15
0 1:01 PM61070 6:01 PM780 15
1 1:02 PM53080 6:02 PM770 14
0 1:03 PM71080 6:03 PM680 14
5 1:04 PM760 132 6:04 PM880 16
2 1:05 PM960 150 6:05 PM880 16
0 1:06 PM960 150 6:06 PM960 15
0 1:07 PM960 151 6:07 PM970 16
0 1:08 PM770 140 6:08 PM770 14
2 1:09 PM970 160 6:09 PM770 14
0 1:10 PM780 150 6:10 PM660 12
0 1:11 PM870 150 6:11 PM660 12
1 1:12 PM880 160 6:12 PM650 11
0 1:13 PM960 150 6:13 PM650 11
0 1:14 PM860 140 6:14 PM740 11
1 1:15 PM870 150 6:15 PM640 10
1 1:16 PM880 160 6:16 PM640 10
0 1:17 PM770 140 6:17 PM6208
0 1:18 PM680 140 6:18 PM5207
0 1:19 PM850 132 6:19 PM5409
0 1:20 PM840 120 6:20 PM5308
0 1:21 PM730 100 6:21 PM5308
1 1:22 PM740 110 6:22 PM6208
0 1:23 PM910 101 6:23 PM6309

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0 1:24 PM
81090 6:24 PM6309
0 1:25 PM71080 6:25 PM6208
0 1:26 PM71080 6:26 PM6006
0 1:27 PM70070 6:27 PM5005
0 1:28 PM70072 6:28 PM5207
0 1:29 PM70070 6:29 PM6107
0 1:30 PM60061 6:30 PM6208
0 1:31 PM42060 6:31 PM6208
1 1:32 PM43071 6:32 PM6309
0 1:33 PM24060 6:33 PM6208
1 1:34 PM25070 6:34 PM6208
0 1:35 PM03030 6:35 PM6208
0 1:36 PM12030 6:36 PM6107
0 1:37 PM11020 6:37 PM6006
2 1:38 PM22041 6:38 PM6107
1 1:39 PM32050 6:39 PM5106
1 1:40 PM33060 6:40 PM4206
0 1:41 PM31040 6:41 PM5106
3 1:42 PM52070 6:42 PM5005
0 1:43 PM52073 6:43 PM5308
0 1:44 PM51060 6:44 PM7108
1 1:45 PM61070 6:45 PM5207
0 1:46 PM60060 6:46 PM5207
0 1:47 PM60060 6:47 PM6006
0 1:48 PM31043 6:48 PM5409
0 1:49 PM30030 6:49 PM6208
0 1:50 PM12031 6:50 PM6309
1 1:51 PM13040 6:51 PM5308
0 1:52 PM31041 6:52 PM5409
3 1:53 PM52071 6:53 PM640 10
0 1:54 PM43070 6:54 PM6208
0 1:55 PM33062 6:55 PM640 10
2 1:56 PM35080 6:56 PM5308
0 1:57 PM15060 6:57 PM5308
0 1:58 PM32050 6:58 PM5207
3 1:59 PM53081 6:59 PM5308
0 2:00 PM52070 7:00 PM6107
Totals 1014 6930 1707 Totals 879 6970 1576

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APPENDIX E
CITY OF IMPERIAL BEACH’S

PARKING REQUIREMENTS

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APPENDIX F

PARKING DATA COLLECTION

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Location: 8867 Cuyamaca St City: Santee, CA
Date Location # Space Type Space 11:00 AM 12:00 PM 1:00 PM 4:00 PM 5:00 PM 6:00 PM Regular 27 21 22 25 27 21 23
Handicap 2 0 2 1 1 0 0
Clean Air Van Pool 3 0 3 3 3 2 2
Mobile Curbside Pick Up 2 0 1 1 2 1 2
TOTAL 21 28 30 33 24 27
Regular 27 23 25 23 23 22 22
Handicap 2 0 1 0 1 1 0
Clean Air Van Pool 3 1 3 1 2 3 2
Mobile Curbside Pick Up 2 0 2 2 1 2 0
TOTAL 24 31 26 27 28 24
1 Prepared by National Data & Surveying Services
Parking Study
1 02/10/2022,
Thursday
02/12/2022,
Saturday

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Project : 8223 Mira Mesa Blvd City: San Diego, CA
Date Location # Space Type Space 11:00 AM 12:00 PM 1:00 PM 4:00 PM 5:00 PM 6:00 PM Regular 30 7 9 19 6 7 7
Handicap 3 0 0 0 0 0 1
Clean Air Van Pool 3 0 0 1 1 1 2
Mobile Curbside Pick Up 3 0 0 0 2 0 1
TOTAL 7 9 20 9 8 11
Regular 30 8 14 14 7 12 8
Handicap 3 0 0 0 0 0 1
Clean Air Van Pool 3 0 1 1 1 2 1
Mobile Curbside Pick Up 3 0 0 1 0 0 1
TOTAL 8 15 16 8 14 11
02/10/2022,
Thursday
02/12/2022,
Saturday
Prepared by National Data & Surveying Services
Parking Study
2 2

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June 29
th, 2022
To: City of Imperial Beach
From: Amelia Beltran, P.E
Project Manager
Re: City Project #USE21-0054
Rasising Cane’s
900 Palm Ave
Imperial Beach, CA

COMMENT RESPONSES
Please see below for our response to your comments in red.

Response to Comments:

DRB Considerations

DESCRIPTION

1. Comment: Recommend installing all of the proposed Electric Vehicle Charing Stations Response: Raising Cane’s will install three (3) Electric Vehicle Charging Stations.

2. Comment: Recommend installing commercial solar on the project Response: Rasising Cane’s will install Commercial Solar panels on the project.

3. Comment: Consider replacing wood materials along perimeter of site with something more durable (specifically assess the durability of the materials with consideration of the proximity to the coast)
Response: Plank materials along the perimeter of the site will be composed of Trex, a wood-alternative composite planks made of recycled materials. Trex products are tested to withstand extreme weather conditions and hold their color over the life of the product, outlasting wood and minimizing frequent maintenance.

4. Comment: Place materials key on the elevations for more clarity on the building elevations
Response: Coordinating. Revised elevations will be provided separately.

5. Comment: Consider lighter tone in brick/stone color, or cobble veneer, or integrated seashells consistent with beach community aesthetic.

Response: Raising Cane’s’ proposed material palette consists predominantly of stucco with an ‘Oyster Shell’ finish at the towers and Boral Brick/Meridian Brick with an ‘Alamo’ blend, which is a cream-colored brick. Each of these materials are considered lighter-toned and contribute to the beach community aesthetic.
▪
Orange Office
1100 Town and Country
Suite 700
Orange, CA 92868
TEL 714-939-1030
Attachment 7

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6. Comment: Incorporate vertical shrubs or vines on columns along the screening elemen frontages instead of succulents
Response: Vertical shrubs and vines on walls require excessive watering to maintain appearance, as well as promote habitation by unwanted rodents and pests, which will present a health and safety conflict. As an alternative to vertical shrubs or vines, Raising Cane’s has elected to incorporate a combination of hand-painted beach-wave murals on the towers, along with Coral Aloe (2-3 ft. mature height) and Red Yucca (3-4 ft. mature height), to soften the appearance of the screening elements along the street frontage.

7. Comment: Replace oak trees with faster growing tree that incorporates a shade canopy in coastal environment (specifically those located along the eastern PL) Response: Coordinating. Revise landscaping plan will be provided separately.

8. Comment: Consider area south of the trash enclosure for additional landscaping and assess the need for the pedestrian door
Response: Considering the distance of the trash enclosure from Palm Ave. and the series of (three) planters between the ROW and the trash enclosure, visibility from Palm Ave. to the trash enclosure will be minimal to noneexisting. The pedestrian door to the rear of the enclosure is an integral part of Raising Cane’s operations.

9. Comment: Concrete patio area should be pavers or stamped concrete Response: Due to the polylithic nature of pavers, they are susceptible to heaving/settlement over time, thus leaving unsightly ridges and valleys in walking surfaces and requiring frequent maintenance. The resultant ridges and valleys will conflict with the use of the patio as an accessible walking surface, forcing handicapped customers to navigate the drive aisle and drive-thru lanes to traverse from the north of the patio to south (and vice versa). Raising Cane’s is proposing an integral colored concrete with 3/8” sawcut joints designed in a diamond pattern to enhance the surface of the patio area.

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P a g e | 1
September 21, 2022
ITEM TITLE: MATT MORGAN, IB FORUM (APPLICANT): CP-22-0015, CUP-22-0012, DRC22-0028, SPR-22-0029, & CEQA EXEMPTION PER CEQA GUIDELINES 15303 FOR A 527 SQUARE FOOT PATIO EXPANSION TO THE EXISTING IB FORUM AT 1079 SEACOAST DRIVE. USE-22-0092. (0600-20)
ORIGINATING DEPARTMENT:

Community Development
EXECUTIVE SUMMARY:

The owner of a property at 1079 Seacoast Drive, which is in the C/MU-2 (Seacoast Commercial & Mixed-Use) Zone, has initiated the process to construct a new, attached 527 square foot exterior covered patio addition to the existing IB Forum restaurant. The project was reviewed by the Design Review Board on August 25, 2022 and the project design was approved with a vote of 4-

1. RECOMMENDATION:

That the City Council adopt Resolution 2022-74, approving Regular Coastal Development Permit (CP-22-0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22-0028), Site Plan Review (SPR-22-0023) and Categorical Exemption pursuant to California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures) for the proposed attached 527 square foot exterior covered patio addition to the existing IB Forum restaurant at 1079 Seacoast Drive (APN 625-392-23-00) in the C/MU-2 (Seacoast Commercial & Mixed-Use) Zone.

OPTIONS:

In addition to receiving this report and adopting staff’s recommendations, the City Council can:
• Approve the project with modifications requested by the City Council; or • Disapprove the project and deny the requested permits by making specific findings for denial; or
• Continue the Public Hearing to a specific future meeting to allow staff to provide additional information upon which a decision can be rendered.

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P a g e | 2
BACKGROUND/ANALYSIS:

An application (USE-22-0092) was submitted to the City on July 7, 2022 for Regular Coastal Permit (CP-22-0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22- 0028), and Site Plan Review (SPR-22-0029) proposing to construct a new, attached 527 square foot exterior covered patio addition to the existing IB Forum restaurant at 1079 Seacoast Drive (APN 625-392-23-00) in the C/MU-2 (Seacoast Commercial and Mixed Use) Zone.

The project site is an existing 9,533.3 square foot (0.219-acre) lot situated on the northeast corner of Seacoast Drive and Imperial Beach Boulevard. The commercial building measures approximately 2,800 square feet with an outdoor patio facing the parking lot on the east elevation and an outdoor dining area encroaching two feet into the public right-of-way on the west elevation and three feet into the public right-of-way on the south elevation. The applicant is proposing to provide additional outdoor dining on the eastern elevation, extending the available outdoor dining further south on the property with the construction of an attached 527 square foot covered patio addition. The outdoor dining would include a patio comprised of block walls with stone veneer, tiled and tempered glass panels, wood trellis, permeable paver floor, ceiling fans, and dining tables. Vehicular ingress and egress to the property would be maintained from the existing curb cut located on Imperial Beach Boulevard and provided from the alley.

The properties situated to the north and west are located in the C/MU-2 Zone, the properties to the south are located in the R-1500 (High Density Residential) Zone, and the properties to the east are located in the R-2000 (Medium Density Residential) Zone. The surrounding land uses are residential in character.

Building Design/Materials: The proposed outdoor covered patio would be designed to be consistent with the existing outdoor patio areas located along the eastern and western elevations.

The patio would be comprised of block walls with stone veneer, tiled and tempered glass panels, wood trellis, permeable paver floor, ceiling fans, and dining tables. Additional landscaping consistent with the existing landscaping on the site would be installed to the east and south of the new patio.

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3

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P a g e | 4
Design Review Board: The Design Review Board reviewed the project on August 25, 2022 and recommended approval of the project’s design with a vote of 4-1. The Board appreciated the design of the project and the primary concern resulting in one no vote related to parking (See Attachment 2).

Parking: Vehicle ingress and egress for the project is provided off of Imperial Beach Boulevard and the alley. Ingress and egress to the property would not create any undue traffic problems.

The applicant completed an assessment of the existing parking and provided findings to address the parking needs for IB Forum with regards to the proposed exterior patio. The findings provided state that the existing net floor area for the building is approximately 1,025 sq. ft., and there would be eight employees on the largest work shift which would require 18 parking spaces at a ratio of one required parking space per seventy-five square feet of net floor area (Imperial Beach Municipal Code 19.48.050(F)), plus one space per two employees at the largest work shift. The applicant has stated that the existing property provides 12 parking spaces, including one (1) ADA accessible space, and loading zone.

With the proposed patio addition, the parking layout will be revised to provide nine (9) parking spaces that shall meet the minimum size requirements, including an ADA compliant parking space and ADA compliant access to the entry area located off of the parking lot. The applicant is proposing to use off-site parking within one thousand feet of the project site to satisfy the additional off-street parking requirements with the approval of a conditional use permit and implementation of one or more transportation demand management strategies (IBMC Section

19.48.050(J)). The ability to reduce parking requirements was provided within the Municipal Code in an effort to encourage reduction of greenhouse gas emissions and reduce the demand for vehicular uses/parking.

The applicant states that the IB Forum has been a reputable business in Imperial Beach for almost 30 years at 1079 Seacoast Drive, and the new 527 square foot exterior patio would provide the business an additional 35 seats. There is a public parking lot located within one thousand feet of the project site (650-feet to the north). Therefore, reduction of parking may be proposed with implementation of transportation demand management strategies to reduce the demand for vehicle usage. The applicant provides eight bicycle parking spaces with an existing bike rack.

Additional proposed transportation demand management strategies include public transportation

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P a g e | 5
passes for employees and providing bus route and bus schedule signage with directions to the public transportation.

Landscaping:

The site measures 9,533.3 square feet, 15% of which must be landscaped (i.e. 1,430 square feet). The existing site includes 1,173 square feet (12.3%) of landscaped area and the project proposes to add 28 square feet of planted landscaping on site for 1,201 square feet of planted, landscaped area (12.6%). The applicant has planted 257 square feet of planted landscaping in the public right-of-way and proposes to increase the planted areas in the public right-of-way 62 square feet to 319 square feet. The total planted landscaped area by the applicant including the planted areas in the right-of-way would be 1,520 square feet. The planted landscaping would include agave plants, palm trees, and flowers. The ground cover for the planted areas would be mulch.

General Plan Consistency: The purpose of the C/MU-2 Zone is to provide land to meet the demand for goods and services required primarily by the tourist population, as well as local residents who use the beach area. It is intended that the dominant type of commercial activity in the C/MU-2 Zone will be visitor-serving retail such as specialty stores, surf shops, restaurants, and hotels and motels. Mixed-use and multiple family residences are also permitted in the C/MUPage 412 of 574 P a g e | 6
2 Zone. The development standards of the C/MU-2 Zone encourage pedestrian activity through the design and location of building frontages and parking provisions (IBMC Section 19.27.010).

The proposed patio expansion project meets the purpose and intent of the land use designation.

Zoning Chart:

C/MU-2 STANDARDS PROVIDED/PROPOSED
Maximum density of one dwelling unit for every one
thousand five hundred gross square feet of lot area
(Section 19.27.020).

The project is not proposing any
residential units.

Yard requirements for the C/MU-2 zone are as follows:

A. On property fronting on Seacoast Drive, the
front of each building shall be set on the front
property line. For purposes of this requirement
an arcade is considered a part of the building.

For lots not fronting on Seacoast Drive there
are no front, side, or rear yard setbacks in the
C/MU-2 zone except as follows:

B. For lots not fronting on Seacoast Drive there
are no front, side, or rear yard setbacks in the
C/MU-2 zone.

C. A five-foot rear and/or side yard setback is
required for properties abutting any property
zoned R-2000;
D. The open space and landscaping requirements
as stated in Chapter 19.50 of this code shall be
met.

A. The existing building fronts
Seacoast Drive and is set on the
front property line.

B. The existing building fronts
Seacoast Drive.

C. The rear yard of the project abuts
the R-2000 zone and the building
is setback 44’.

D. 15% of the site must be
landscaped, and 12.6% of
planted landscape is provided
throughout the project site. The
applicant is increasing the
landscaping from 12.3% to

12.6%.
“Active Commercial Uses” as defined in Chapter 19.05
are required for all buildings with frontage along
Seacoast Drive at a minimum of 60% of each building’s
ground floor lineal footage, have direct pedestrian
access from the Seacoast Drive sidewalk or a plaza,
and have a minimum building depth of twenty-five feet.

The remaining forty percent must either be primarily
related to the commercial use, such as parking,
access, or other non-active commercial purpose or, if
related to non-commercial use, must be designed
either to encourage and promote pedestrian activity or
to visually screen required on-site parking (Section

19.27.020.A.1).

The project is an addition to an
existing restaurant. The existing
building fronts Seacoast Drive and
provides direct pedestrian access to
the restaurant from Seacoast Drive.

The building provides a building
depth of 50’.

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P a g e | 7
A. On property with a side or rear yard abutting a
residential zone, the second-floor stepback
shall be a minimum of five feet from the abutting
residential property line and the third-floor
stepback shall be a minimum of ten feet from
the abutting residential property line.

B. On properties fronting Seacoast Drive, an
upper-story setback of five to ten feet is
required for a minimum of fifty percent of streetfacing façades along Seacoast Drive. (Section

19.27.041)
A. The project is an existing single -
story building, and as such, does
not require stepbacks.

B. The project is an existing single -
story building, and as such, does
not require stepbacks.

Minimum lot size of 3,000 square-feet (Section

19.27.050).

The lot size would measure 9,533.3
square feet.

Minimum street frontage of 30 feet (Section

19.27.060).

The Seacoast Drive frontage is
approximately 95.21 feet, and the
Imperial Beach Boulevard frontage is
100.13 feet.

Maximum building height of three stories or 30 feet
(Section 19.27.070).

1. Properties within the Seacoast Residential Overlay
Zone are subject to a reduced single-family residential building height of two stories or twenty-six feet,
whichever is less, per Section 19.27.140(C);

2. Properties east of Seacoast Drive shall have a
height limit not to exceed three stories and thirty-five feet with approval of a conditional use permit that
demonstrates compliance with the following:
a. Side yard setbacks and/or stepbacks
have been incorporated into the project to protect
street-end public views towards the ocean;
b. Two or more of the development
incentives listed in Section 19.27.020(A)(5); and

3. Hotel, as defined in Section 19.04.410 as an H-1
type hotel, shall have a height limit not to exceed forty feet as part of an approved Specific Plan pursuant to
Section 19.27.150.

The project is an existing single-story
commercial building that is 14’ 9” in
height.

1. The project is not within the
Seacoast Residential Overlay Zone.

As such, this section does not apply.

2. The project site is not seeking a
conditional use permit for the
purpose of the increased height. As
such, this section does not apply.
a. The project site is not seeking
a conditional use permit for the
purpose of the increased height. As
such, this section does not apply.
b. The project site is not seeking
a conditional use permit for the
purpose of the increased height. As
such, this section does not apply.

3. The project does not propose a
hotel use. As such, this section does
not apply.

The applicant will be required to
show conformance with the height
requirement as required by IBMC

19.04.400.

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P a g e | 8
All commercial spaces on the ground floor shall have a
minimum fifteen-foot floor-to-ceiling height; and singlestory commercial buildings shall have a minimum building height of twenty feet. (Section 19.27.070).

The project is an existing restaurant
and proposes no changes to the
existing building.

No buildings shall be located less than five feet from
any other building on the same lot. (Section

19.26.080)
No buildings shall be located less
than five feet from any other building
on the same lot.

Landscaping requirements are as follows (Section

19.50.030, Commercial Landscaping):

A. Not less than fifteen percent of the total site
shall be landscaped and permanently
maintained.

B. There shall be a five-foot-wide landscape area
between any parking area and any public street
right-of-way.

C. A portion of a property not used for buildings,
parking, walkways, loading or storage areas
shall be landscaped.

D. There shall be a minimum three-foot by fifteenfoot, or forty-five square foot, landscaped area within the parking area (not including perimeter
area landscaping) for every three parking
spaces or the equivalent. A minimum width of
three feet is required. A four-foot by fifteen-foot
A. The existing lot is 9,533.3 square
feet, 15% of which must be
landscaped (i.e. 1,430 square
feet). The existing site includes
1,173 square feet (12.3%) of
landscaped area and the project
proposes to add 28 square feet of
planted landscaping on site for
1,201 square feet of planted,
landscaped area (12.6%). The
applicant has planted 257 square
feet of planted landscaping in the
public right-of-way and proposes
to increase the planted areas in
the public right-of-way 62 square
feet to 319 square feet. The total
planted landscaped area by the
applicant including the planted
areas in the right-of-way would
be 1,520 square feet. The
planted landscaping would
include agave plants, palm trees,
and flowers. The ground cover for
the planted areas would be
mulch.

B. There is a 6’7” wide landscape
area between the parking area
and the public right-of-way.

C. Portions of a property not used
for buildings, parking, walkways,
loading or storage are
landscaped.

D. The existing parking areas
include landscaped areas
adjacent to the parking spaces
that meet this requirement.

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P a g e | 9
area may be permitted for every four spaces,
five-foot-wide for five spaces, etc.

E. Prior to issuance of any building permits, a
complete landscaping plan shall be submitted
to the Community Development Department for
approval. Such approval shall be subject to
appeal in the manner set forth in Sections

19.84.070 through 19.84.090.

F. Landscaping and required watering system
shall be installed prior to the use of the
premises. All landscaping material in required
landscaping areas shall be permanently
maintained in a growing and healthy condition,
including trimming, as appropriate to the
landscaping material.

G. A permanent irrigation system shall be installed
to serve all landscaped areas.

E. A complete landscape plan would
be required prior to issuance of
building permits.

F. Landscaping and required
watering system shall be installed
prior to the use of the premises
subject to state requirements.

G. A permanent irrigation system
shall be installed to serve all
landscaped areas subject to state
requirements.

Required parking spaces for establishments for the
sale and consumption on the premises of food and
beverages project require one space for each seventyfive square feet of net floor area, plus one per two employees at largest work shift. (Section

19.48.050(F)(1)).

In the C/MU-1, C/MU-2, and C/MU-3 zones, shared
parking or off-site parking within one thousand feet of the project site may be used to satisfy this requirement with the approval of a conditional use permit. Projects in these zones shall be reviewed to determine the
suitability and feasibility of implementing one or more The existing net floor area for the
building is approximately 1,025 sq.
ft., and there would be eight
employees on the largest work shift
which would require 18 parking
spaces at a ratio of one required
parking space per seventy-five
square feet of net floor area (Imperial
Beach Municipal Code 19.48.050.F),
plus one space per two employees at
the largest work shift. The applicant
has stated that the existing property
provides 12 parking spaces,
including one (1) ADA accessible
space and loading zone. With the
proposed patio addition, the parking
layout will be revised to provide nine
(9) parking spaces that shall meet
the minimum size requirements,
including an ADA compliant parking
space and ADA compliant access to
the entry area located off of the
parking lot.

The applicant is proposing to use offsite parking within one thousand feet of the project site to satisfy the
additional off-street parking
requirements with the approval of a
conditional use permit and

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P a g e | 10
transportation demand management strategies that
may be approved through a development agreement.
(Section 19.48.050.J)
implementation of one or more
transportation demand management
strategies (IBMC Section

19.48.050.J). The ability to reduce
parking requirements was provided
within the Municipal Code in an effort
to encourage reduction of
greenhouse gas emissions and
reduce the demand for vehicular
uses/parking.

There is a public parking lot located
within one thousand feet of the
project site (650-feet to the north).

Therefore, reduction of parking may
be proposed with implementation of
transportation demand management
strategies to reduce the demand for
vehicle usage. The applicant
provides eight bicycle parking
spaces with an existing bike rack.

Additional proposed transportation
demand management strategies
include public transportation passes
for employees and providing bus
route and schedule signage with
directions to the public
transportation.

Surrounding Land Use and Zoning:

Surrounding Areas Surrounding Zoning Surrounding Land
Use
North C/MU-2 (Seacoast Commercial & Mixed-Use) Residential South R-1500 (High Density Residential) Residential
East R-2000 (Medium Density Residential) Residential
West C/MU-2 (Seacoast Commercial & Mixed-Use) Residential ENVIRONMENTAL DETERMINATION:

This project may be categorically exempt pursuant to the California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures).

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P a g e | 11
COASTAL JURISDICTION:

This project is located in the coastal zone as defined by the California Coastal Act of 1976. The City Council public hearing will serve as the required coastal permit hearing and the City Council will consider the findings under the California Coastal Act. Pursuant to the City of Imperial Beach Zoning Ordinance Section 19.87.050, review of the proposal will consider whether the proposed development satisfies the required findings prior to the approval and issuance of a Coastal Development Permit. The project is located in the Appeal Jurisdiction of the California Coastal Commission as indicated on the Local Coastal Program Post Certification and Appeal Jurisdiction Map and, as such, would be appealable to the California Coastal Commission under Section 30603(a) of the California Public Resources Code.

FISCAL IMPACT:

FISCAL YEAR: 22/23
BUDGETED: N/A

BUDGET AMENDMENT N/A
ACCOUNT NO(S).: 101-0000-221-01-02
PROJECT NO(S).: 22-0092-DEP
FISCAL ANALYSIS: The applicant has deposited
$4,000 to fund the processing of
this application.

CURRENT BUDGET: $4,000

ANTICIPATED
EXPENDITURE:
$4,000
ATTACHMENTS:

1. Resolution 2022-74

2. Draft August 25, 2022 DRB Meeting Minutes

3. Project Plans

4. Daytime and Nighttime Existing Site Photos

5. Colored Site Plan and Elevations

6. Landscape Plan

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Attachment 1
RESOLUTION NO. 2022-74

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF IMPERIAL BEACH, CALIFORNIA, APPROVING REGULAR COASTAL PERMIT (CP-22-0015), DESIGN REVIEW CASE (DRC-22-0028), SITE PLAN REVIEW (SPR-22-0029), CONDITIONAL USE PERMIT (CUP-22-0012), AND A CATEGORICAL EXEMPTION PURSUANT TO CEQA GUIDELINES 15303 CLASS 3E (NEW CONSTRUCTION OR CONVERSION OF SMALL STRUCTURES) FOR THE CONSTRUCTION OF A 527 SQUARE FOOT PATIO EXPANSION TO THE EXISTING IB FORUM RESTAURANT AT 1079 SEACOAST DRIVE (APN 625-392-23-00).

USE-22-0092.

DEVELOPER: MATT MORGAN, IB FORUM
WHEREAS, on September 21, 2022, the City Council of the City of Imperial Beach held a duly advertised and noticed public hearing to consider the merits of approving or denying an application for a Regular Coastal Development Permit (CP-22-0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22-0028), Site Plan Review (SPR-22-0023) and Categorical Exemption pursuant to California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures) for the proposed attached 527 square foot exterior covered patio addition to the existing IB Forum restaurant at 1079 Seacoast Drive (APN 625-392-23-00) in the C/MU-2 (Seacoast Commercial & Mixed-Use) Zone.

WHEREAS, on August 25, 2022, the Design Review Board recommended approval of the project with a vote of 4-1; and
WHEREAS, the project design is compatible with the community and would be consistent with Policy D-8 (Project Design) of the Design Element of the General Plan; and WHEREAS, the City Council finds that the project is in compliance with the Land Use Element of the General Plan; and
WHEREAS, the City Council finds that the project complies with the requirements of the California Environmental Quality (CEQA) as the project is categorically exempt pursuant to CEQA Guidelines 15303 Class 3e (New Construction or Conversion of Small Structures); and WHEREAS, the City Council further offers the following findings in support of its decision to conditionally approve the project:

REGULAR COASTAL PERMIT (IBMC § 19.87.050):

1. The proposed development conforms to the certified local coastal plan including coastal land use policies.

The General Plan/Local Coastal Plan designates the site as Seacoast Commercial & Mixed-Use (C/MU-2 Zone). The purpose of the C/MU-2 Zone is to provide land to meet the demand for goods and services required primarily by the tourist population, as well as local residents who use the beach area. It is intended that the dominant type of commercial activity in the C/MU-2 Zone will be visitor-serving retail such as specialty stores, surf shops, restaurants, and hotels and motels. Mixed-use and multiple family residences are also permitted in the C/MU-2 Zone and in the Seacoast Mixed Use/Residential Overlay Zone. The development standards of the C/MU-2 Zone encourage pedestrian activity through the design and location of building frontages and parking provisions (IBMC Section 19.27.010). The proposed patio expansion meets the

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purpose and intent of the land use designation because restaurants are permitted in the C/MU-2 Zone and the project would increase the available seating area for the business encouraging further pedestrian activity and enhancing available services required by the tourist population and local residents.

2. For all development seaward of the nearest public highway to the shoreline, the proposed development meets standards for public access and recreation of Chapter Three of the 1976 Coastal Act and regulations promulgated thereunder.

The project site is located between the seaward of the first public road. The General Plan/Local Coastal Plan designates the site as Seacoast Commercial & Mixed-Use (C/MU-2 Zone). The purpose of the C/MU-2 Zone is to provide land to meet the demand for goods and services required primarily by the tourist population, as well as local residents who use the beach area. The proposed project meets the intent of the zone and offers additional services to residents and tourists in the coastal zone. As such, the proposed development meets standards for public access and recreation of Chapter Three of the 1976 Coastal Act and regulations promulgated thereunder.

3. The proposed development meets the minimum criteria set forth in the City of Imperial Beach Zoning Ordinance, the City’s Minimum Landscape Planting and Irrigation Standards, and the City’s Design Guidelines, as applicable.

The proposed development has been designed to meet the minimum criteria set forth in the City of Imperial Beach Zoning Ordinance, City’s Minimum Landscape Planting and Irrigation Standards, and the City’s Design Guidelines as further specified within the findings of this Resolution. The proposed project will comply with all of the regulations and conditions for the Zoning Ordinance.

19.48.050(F)), plus one space per two employees at the largest work shift. The applicant has stated that the existing property provides 12 parking spaces, including one (1) ADA accessible space, and loading zone. With the proposed patio addition, the parking layout will be revised to provide nine (9) parking spaces that shall meet the minimum size requirements, including an ADA compliant parking space and ADA compliant access to the entry area located off of the parking lot. The applicant is proposing to use off-site parking within one thousand feet of the project site to satisfy the additional offstreet parking requirements with the approval of a conditional use permit and implementation of one or more transportation demand management strategies, which is permissible subject to Imperial Beach Municipal Code Section 19.48.050(J). The ability to reduce parking requirements was provided within the Municipal Code in an effort to encourage reduction of greenhouse gas emissions and reduce the demand for vehicular uses/parking.

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of parking may be proposed with implementation of transportation demand management strategies to reduce the demand for vehicle usage. The applicant provides eight bicycle parking spaces with an existing bike rack. Additional proposed transportation demand management strategies include public transportation passes for employees and providing bus route and bus schedule signage with directions to the public transportation.

The Municipal Code specifically allows for a reduction of parking for projects within 1,000 feet of off-site parking with implementation of transportation demand management strategies to reduce the demand for vehicle usage. Further, the General Plan and Local Coastal Plan encourages off-site or shared parking in the Seacoast Drive and commercial/mixed-use areas to improve the pedestrian atmosphere and/or improved design, particularly near the beach and develop properties near the ocean with commercial and recreational uses rather than parking lots (Policy C-22). The applicant is proposing bicycle parking off of Seacoast Drive. Additional transportation demand management strategies include public transportation passes for employees and providing bus route and bus schedule signage with directions to the public transportation. Implementing these transportation demand strategies should encourage the use of alternate methods of transportation, including bicycles, walking, ride-hailing, and public transportation. Application of transportation demand management strategies also emphasizes the City’s ongoing effort to reduce carbon footprints and greenhouse gas emissions.

Parking is a consistent area of concern within the community and a condition has been added to the resolution noting that the transportation demand management strategies for the project shall be revisited and revised at the expense of the property owner if determined necessary by the City. In addition, the City has conducted a coastal parking analysis and will implement short and long-term strategies to maintain parking.

4. The proposed development meets minimum criteria set forth in Sections

19.81.060, 19.82.050., 19.83.120., 19.84.050., and 19.86.100., of this title for site plans, conditional use permits, design review, variances, zoning classification and rezonings.

The proposed development meets the minimum criteria set forth in Sections 19.81.060,

19.82.050, and 19.83.110 (Section 19.83.120 is no longer applicable) for a site plan review, conditional use permit, and design review subject to the findings provided within this Resolution. Sections 19.84.050 and 19.86.100 are not applicable because the project does not require a variance or zoning classification/rezoning.

5. For all development involving the construction of a shoreline protective device, a mitigation fee shall be collected which shall be used for each sand replenishment purposes. The mitigation fee shall be deposited in an interest-bearing account designated by the Executive Director of the California Coastal Commission and the city manager of Imperial Beach in lieu of providing sand to replace the sand a beach area that would be lost due to the impacts of any proposed protective structure.

The subject site is located approximately .04 miles from the beach, .03 miles from the estuary, .93 miles from Pond 10A, and 1.2 miles from San Diego Bay and is already developed with an existing commercial building and surface parking. The proposed exterior patio expansion with approximately an addition of 527 square feet does not necessitate the construction of a shoreline protection device and would not have an

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impact on the sand in any beach area. Therefore, a mitigation fee is not required for the project.

6. This project complies with the California Environmental Quality Act.

This project is categorically exempt from the requirements of the California Environmental Quality Act (CEQA) pursuant to Article 19 Section 15303 Class 3e (New Construction or Conversion of Small Structures). The City has prepared a Categorical Exemption per the CEQA requirements for this project and the Notice of Exemption will be filed with the County Clerk in compliance with CEQA.

7. Public Notice requirements, pursuant to Zoning Ordinance Section 19.87.090, of the Coastal Development Project have been satisfied.

The project description and the date of the City Council public hearing were sent to property owners within 300 feet and occupants within 100 feet of the subject site on September 7, 2022, and a public hearing notice was published in the Imperial Beach Eagle & Times newspaper on September 8, 2022.

CONDITIONAL USE PERMIT (IBMC § 19.82.040):

8. That the proposed use is necessary or desirable to provide a service or facility which will contribute to the general well-being of the neighborhood or community; The purpose of the C/MU-2 Zone is to provide land to meet the demand for goods and services required primarily by the tourist population, as well as local residents who use the beach area. It is intended that the dominant type of commercial activity in the C/MU2 Zone will be visitor-serving retail such as specialty stores, surf shops, restaurants, and hotels and motels. The development standards of the C/MU-2 Zone encourage pedestrian activity through the design and location of building frontages and parking provisions (IBMC Section 19.27.010). The project would provide an additional seating area for the existing restaurant. The exterior patio addition would aid the existing business in continuing to provide enhanced services to both local residents and the tourist population, contributing to the general well-being of the neighborhood and community and meeting the intent of the land use designation. The General Plan and Local Coastal Plan encourages off-site or shared parking in the Seacoast Drive and commercial/mixed-use areas to improve the pedestrian atmosphere and/or improved design, particularly near the beach and develop properties near the ocean with commercial and recreational uses rather than parking lots (Policy C-22). Imperial Beach Municipal Code Section 19.48.050.J, reduction of parking may be proposed with implementation of transportation demand management strategies to reduce the demand for vehicle usage, which are being provided by the project. The project has incorporated the following transportation demand management strategies: bicycle parking, public transportation passes for employees, and providing bus route maps and bus schedule signage with directions to the nearby public transportation. There is a public parking lot located within one thousand feet of the project site (650-feet to the north). Implementing these transportation demand strategies should encourage the use of alternate methods of transportation, including bicycles, walking, ride-hailing, and public transportation.

Application of transportation demand management strategies also emphasizes the City’s ongoing effort to reduce carbon footprints and greenhouse gas emissions. In addition, a condition has been added to the resolution noting that the transportation demand management strategies for the project shall be revisited and revised at the expense of the property owner if determined necessary by the City. The proposed commercial use is

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necessary or desirable to provide a service or facility which will contribute to the general well-being of the neighborhood or community.

9. That the use will not, under the circumstances of the particular use, be detrimental to the health, safety or general welfare of persons residing or working in the vicinity, or injurious to property or improvements in the vicinity; The proposed use will not be detrimental to the public, as there will be no hazardous materials, fumes, or operations at the facility, nor will there be any noxious odors, loud noises, or excessive traffic generated at the site. The proposed use is compatible with other uses in the neighborhood and would function in a similar manner as other nearby uses. Applicable conditions of approval and transportation demand management strategies have been included with the Resolution to further ensure compatibility with the vicinity.

10. That the proposed use will comply with the regulations and conditions specified in this title for the use and for other permitted uses in the same zone; and Restaurants with exterior patio seating areas are permitted in the C/MU-2 Zone. The proposed project is consistent with the zoning for this area and will comply with all of the regulations and conditions for these uses.

A conditional use permit is required to allow for off-site parking associated with the exterior patio addition that would reduce parking for the site. The project is located on an existing 9,533 square foot lot that is occupied by a restaurant. The existing net floor area for the restaurant is approximately 1,025 sq. ft., and there would be eight employees on the largest work shift which would require 18 parking spaces at a ratio of one required parking space per seventy-five square feet of net floor area (Imperial Beach Municipal Code 19.48.050(F)), plus one space per two employees at the largest work shift. The applicant has stated that the existing property provides 12 parking spaces, including one (1) ADA accessible space, and loading zone. With the proposed patio addition, the parking layout will be revised to provide nine (9) parking spaces that shall meet the minimum size requirements, including an ADA compliant parking space and ADA compliant access to the entry area located off of the parking lot.

The reduction in parking is proposed for the project because the project is intended to enhance the pedestrian corridor by increasing the available seating for an existing restaurant improving the commercial services provided to the local community and tourists alike. The inclusion of exterior patio addition meets the purpose of the C/MU-2 Zone (IBMC Section 19.27.020), which is to meet the demand for goods and services required primarily by the tourist population, as well as local residents who use the beach area. Additionally, one public parking lot is located within one thousand feet of the project site (650-feet to the north). Therefore, reduction of parking may be proposed with implementation of transportation demand management strategies to reduce the demand for vehicle usage (IBMC 19.48.050.J). The applicant is proposing the following transportation demand management strategies: 1) Provide bicycle racks to encourage use of bicycles; 2) Provide bus or ride-hailing vouchers to employees; and 3) Provide a poster display with local bus routes and schedules to inform the employees and public.

Implementing the above strategies should encourage the use of alternate methods of transportation, including bicycles, walking, ride-hailing, and public transportation.

Application of transportation demand management strategies also emphasizes the City’s ongoing effort to reduce carbon footprints and greenhouse gas emissions. Parking is a consistent area of concern within the community and a condition has been added to the resolution noting that the transportation demand management strategies for the project

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shall be revisited and revised at the expense of the property owner if determined necessary by the City.

11. That the granting of the conditional use permit will be in harmony with the purpose and intent of the zoning code, the adopted General Plan and the adopted Local Coastal Program.

A restaurant with an outdoor covered patio is permitted in the C/MU-2 Zone. The proposed project is consistent with the zoning for this area and will comply with all of the regulations and conditions for these uses. The applicable findings and conditions of approval have been included with the Resolution to ensure compliance with the use and other permitted uses in the vicinity.

Implementing the above strategies should encourage the use of alternate methods of transportation, including bicycles, walking, ride-hailing, and public transportation.

Applicable conditions of approval for the project have been included with the Resolution to further ensure compatibility with the vicinity, which includes the ability for the Community Development Director to modify conditions if necessity warrants. As such, the granting of the conditional use permit will be in harmony with the purpose and intent of the zoning code, the adopted General Plan and the adopted Local Coastal Program.

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DESIGN REVIEW/SITE PLAN REVIEW (IBMC § 19.81.060):

12. The proposed use does not have any detrimental effect upon the general health, safety and convenience of persons residing or working in the neighborhood, or is not detrimental or injurious to the value of the property and improvements in the neighborhood.

The project proposes the construction of a 527 square foot exterior patio addition to the existing restaurant. The project would not have a detrimental effect on the general health, welfare, safety and convenience of persons residing or working in the neighborhood because it is consistent with the development standards and zoning designations. The development would not be injurious to the value of the property and improvements in the neighborhood because the project represents an improvement of the existing conditions and the project could improve property values and stimulate growth in the area.

13. The proposed use does not adversely affect the General Plan or the Local Coastal Plan.

The General Plan/Local Coastal Plan designates the site as Seacoast Commercial & Mixed-Use (C/MU-2 Zone). The purpose of the C/MU-2 Zone is to provide land to meet the demand for goods and services required primarily by the tourist population, as well as local residents who use the beach area. It is intended that the dominant type of commercial activity in the C/MU-2 Zone will be visitor-serving retail such as specialty stores, surf shops, restaurants, and hotels and motels. The development standards of the C/MU-2 Zone encourage pedestrian activity through the design and location of building frontages and parking provisions (IBMC Section 19.27.010). The proposed project would provide a 527 square foot exterior patio addition to an existing restaurant that would service local residents and the tourist population, meeting the intent of the land use designation. In addition, the project would encourage pedestrian activity through the design and location and alternative methods of transportation reducing the demand for vehicle uses. Therefore, the proposed project meets the purpose and intent of the General Plan and Local Coastal Plan.

14. The proposed use is compatible with other existing and proposed uses in the neighborhood.

The proposed development is subject to C/MU-2 (Seacoast Commercial & Mixed-Use) zoning requirements. The purpose of the C/MU-2 zone is to provide land to meet the demand for goods and services required primarily by the tourist population, as well as local residents who use the beach area. It is intended that the dominant type of commercial activity in the C/MU-2 zone will be visitor-serving retail such as specialty stores, surf shops, restaurants, and hotels and motels. The proposed project would provide restaurant services that would service local residents and the tourist population, meeting the intent of the land use designation. The properties to the north are located in the C/MU-2 Zone, the properties to the south are located in the R-1500 (High Density Residential) Zone, the properties to the east are located in the R-2000 (Medium Density Residential) Zone, and the property to the west of the project is in the SMU/RO (Seacoast Commercial Mixed-Use/Residential Overlay) Zone. The surrounding properties are comprised of residential uses. Conditions of approval are incorporated into the project to mitigate potential impacts to the residential uses. As such, the proposed use is compatible with other existing and proposed uses in the neighborhood.

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15. The location, site layout and design of the proposed use orients the proposed structures to streets, driveways, sunlight, wind and other adjacent structures and uses in a harmonious manner.

The proposed outdoor patio will locate on the west elevation in a similar manner as other outdoor seating areas for other businesses in the C/MU-2 Zone and is accessible through the existing commercial building. The orientation of the proposed patio is consistent and harmonious with adjacent developments. The surrounding properties are comprised of residential uses. Conditions of approval are incorporated into the project to mitigate potential impacts to the residential uses. As such, the proposed use is compatible with other existing and proposed uses in the neighborhood.

16. The combination and relationship of one proposed use to another on the site is properly integrated.

The project proposes a commercial use that is properly integrated. The cohesive design style and the choice of building materials properly integrate the buildings.

17. Access to and parking for the proposed use does not create any undue traffic problem.

Vehicular ingress and egress to and from the site would be provided from the existing curb cut on Imperial Beach Boulevard as well as from the alley and pedestrian access would be provided from Seacoast Drive. Access and ingress and egress for the project should not create undue traffic problems.

With regards to parking, a reduction in parking is proposed because the project is intended to enhance the pedestrian corridor and the existing active commercial use. The applicant completed an assessment of the existing parking and provided findings to address the parking needs for the IB Forum restaurant with regards to the proposed exterior patio. The findings provided state that the existing net floor area for the building is approximately 1,025 sq. ft., and there would be eight employees on the largest work shift which would require 18 parking spaces at a ratio of one required parking space per seventy-five square feet of net floor area (Imperial Beach Municipal Code 19.48.050(F)), plus one space per two employees at the largest work shift. The applicant has stated that the existing property provides 12 parking spaces, including one (1) ADA accessible space, and loading zone. With the proposed patio addition, the parking layout will be revised to provide nine (9) parking spaces that shall meet the minimum size requirements, including an ADA compliant parking space and ADA compliant access to the entry area located off of the parking lot. The applicant is proposing to use off-site parking within one thousand feet of the project site to satisfy the additional off-street parking requirements with the approval of a conditional use permit and implementation of one or more transportation demand management strategies (IBMC Section

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management strategies include public transportation passes for employees and providing bus route and bus schedule signage with directions to the public transportation.

18. All other applicable provisions of the Zoning Code are complied with.

Implementing the above strategies should encourage the use of alternate methods of transportation, including bicycles, walking, ride-hailing, and public transportation.

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Applicable conditions of approval for the project have been included with the Resolution to further ensure compatibility with the vicinity, which includes the ability for the Community Development Director to modify conditions if necessity warrants. As such, the proposed use will comply with the regulations and conditions specified in this title for the use and for other permitted uses in the same zone.

19. Any other considerations as the Community Development Department deem necessary to preserve the health, safety and convenience of the City in general.

Standard and applicable conditions of approval have been included with the Resolution to further ensure that the health, safety, welfare, and convenience of the City in general is preserved.

20. Public Notice requirements, pursuant to Zoning Ordinance Section 19.81.050, have been satisfied.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Imperial Beach that the above-listed findings and recitals are true and correct and are incorporated by reference; and
BE IT FURTHER RESOLVED by the City Council of the City of Imperial Beach that Regular Coastal Development Permit (CP-22-0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22-0028), Site Plan Review (SPR-22-0023) and Categorical Exemption pursuant to California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures) for the proposed attached 527 square foot exterior covered patio addition to the existing IB Forum restaurant at 1079 Seacoast Drive (APN 625-392-23-00) in the C/MU-2 (Seacoast Commercial & Mixed-Use) Zone are hereby approved subject to the following:

CONDITIONS OF APPROVAL:

1. Approval of Regular Coastal Development Permit (CP-22-0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22-0028), Site Plan Review (SPR22-0023) and Categorical Exemption pursuant to California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures) is valid for one year from the effective date following final action by the City Council (10 working days following final action) and shall expire at the end of business on October 6, 2023, unless vested with substantial construction pursuant to an approved building permit. Approvals of the Regular Coastal Development Permit (CP-22-0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22- 0028), Site Plan Review (SPR-22-0023) and Categorical Exemption pursuant to

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California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures) shall run coterminous.

2. The site shall be developed in substantial compliance with the plans dated July 7, 2022, on file at the Community Development Department, or as otherwise amended and approved, and the conditions contained herein.

3. Noise shall not have a negative effect on the existing neighborhood. If the property receives any noise complaints, the Developer shall investigate said complaint and mitigate any issues to meet Imperial Beach Municipal Code noise requirements (Imperial Beach Municipal Code 9.32 – Noise).

4. Lighting shall not have a negative effect on the existing neighborhood. All lighting shall be situated and adjusted to shine only on the subject property. If the property receives complaints related to lighting, the applicant shall investigate said complaint and mitigate any issues (adjustment, shades, removal of light, etc.).

5. Transportation demand management strategies shall be provided and permanently maintained by the applicant and/or property owner to encourage multiple methods of transportation, including the following: provide bike racks; provide a reasonable amount of public transportation cost reimbursement to employees who elect to use public transportation; provide poster display with local bus routes and bus schedule. The transportation demand management strategies shall be revisited and revised at the expense of the property owner if determined reasonably necessary by the City.

6. Hours of operation and service for outdoor patio shall be no later than 10 pm Sunday through Thursday, and not later than 11 pm on Fridays and Saturdays subject to active participation in the Responsible Retailer Program. Extension of hours of operation and service may be requested after a period of six months from the date of final approval.

Hours of operation in the outdoor patio will be subject to review and modification by the Community Development Department and Public Safety Department. Community Development and Public Safety shall determine whether hours of operation may be extended, or whether the hours of operation shall be restricted further.

7. As part of the Responsible Retailer Program, the establishment shall: (1) Know and comply with the law; (2) Have written policies to prevent sales to underage and intoxicated persons; (3) Train employees in responsible sales and service to include attending LEAD (Licensee Education on Alcohol and Drugs) classes and RBSS (Responsible Beverage Sales and Service) Training; (4) Actively participate in your establishment inspections by Sheriff's and ABC personnel; (5) Support alcohol policies and insure they are put into practice.

8. No live entertainment shall be provided in the patio. Any proposed live entertainment inside of the building shall require a live entertainment permit.

9. With the exception of TV speakers, no speakers, amplified music or any other amplified devices, shall be allowed in the patio. Any deviation from this condition is subject to a noise permit that shall be applied for in the Public Safety department.

10. If necessity warrants, the conditions of this permit may be reviewed and revised by the Community Development Director. Failure to comply with all conditions of approval shall be subject to revocation of all permits.

11. Building materials should be sound attenuating.

12. Outdoor patio and dining area shall never exceed Fire Department or Building Department assessed occupancy.

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13. If the applicant obtains a license from the Alcoholic Beverage Control for the outdoor patio, the conditions of this permit may be reviewed and revised to be consistent with said license. Business must comply with any requirement from the Alcoholic Beverage Control.

14. All stormwater requirements must comply with the most recent Municipal Storm Water Permit.

15. Drought tolerant landscaping shall be provided throughout the site.

16. All landscaping and bio-filtration areas shall be maintained by the Developer. All landscaped areas shall be permanently maintained in a healthy condition, free from weeds, trash, and debris.

17. A permanent irrigation system shall be installed and permanently maintained to serve all landscaped areas. The Developer shall comply with all State requirements for the Model Water Efficient Landscape Ordinance.

18. Obtain all required building permits (Building, Plumbing, Mechanical, Electrical, Grading etc.) for this project. All construction shall comply with the adopted 2019 California Building Standards Codes; Residential, Building, Electrical, Mechanical, Plumbing, Energy, Fire, Green Building, Historic Building, Existing Building, as amended by City Ordinance 2019-1190 and other applicable Municipal Codes in effect at the time of plan submittal for building permits.

19. Prior to Foundation Inspection a survey of the property shall be conducted from a California Licensed Surveyor or Engineer and survey pins shall be in placed to identify the corners.

A setback certification prepared by the responsible licensed Land Surveyor or Engineer shall be submitted to the City Building Inspector prior to inspection or approval of the foundation.

20. All projects greater than or equal to twenty-five thousand dollars ($25,000), or which involve the construction and/or demolition of two-hundred-fifty (250) square feet or more of floor space shall comply with Imperial Beach Municipal Code Chapter 8.38. A completed Waste Management Plan shall be submitted with the building permit application.

21. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code).

22. No work for which a building permit is required shall be performed within the hours of 7:00 P.M. - 7:00 A.M. Monday - Friday, nor prior to 8:00 A.M. or after 5:00 P.M. on Saturday nor anytime on Sundays. A sign shall be posted at a conspicuous location near the main entry to the site, prominently displaying these hour restrictions.

23. A soils report must be provided with the building permit application. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4.

24. Should the soils engineer recommend that he/she review the foundation excavations, provide a note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that:

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a. The building pad was prepared in accordance with the soils report, b. The utility trenches have been properly backfilled and compacted, and c. The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report."
A letter will need to be provided from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report).

25. This project will be required to provide an energy design detailing compliance with the Mandatory Measures and either the Performance or Prescriptive methods of compliance.

26. The mandatory Green Building requirements for non-residential construction may need to be included on your plans. Green Building Standards are applicable to newly constructed buildings, additions over 1,000 square feet and/or alterations with a valuation exceeding $200,000. California Green Building Standards Mandatory Measures checklist plan sheets are available from the following website:
https://aiacalifornia.org/calgreen-checklists/

27. Should the project include the installation of an additional or upgrading of an existing electrical meter, please contact the San Diego Gas & Electric Project Planning Team (Metro Service Order Team) at 619-230-7800 to confirm that the proposed service locations detailed on your site plan are in compliance with their service standards.

28. When applying for a building permit, the applicant will need to provide documentation that the County Health Department has approved the proposed alterations.

29. The relocated van accessible space must comply with California Building Code section 11B-502.3.4, which requires the access aisle to be located on the passenger side of the of the parking space.

30. When submitting for a building permit, the plans will need to demonstrate that the existing exits can accommodate the increased occupant load from the proposed patio.

Otherwise, alterations or additional exits may be required.

31. No building roof or landscape water drains may be piped to the street or onto impervious surfaces that lead to the street. A design that has these water discharges directly into the storm drain conveyance system (onto an impervious surface that flows to the street) is in violation of the Municipal Storm Water Permit - Order R9-2013-0001.

32. Building foundation elevations shall be at least one (1) foot above gutter line to minimize flooding during storm conditions.

33. For alley, sidewalk or curb & gutter replacement ensure compliance with San Diego Regional Standard Drawing G-11 (Concrete Curb, Gutter, Sidewalk & Pavement Removal and Replacement) in that, the “Area to be removed [must be] 5’ or from joint to joint in panel, whichever is less.” The distance between joints or score marks must be a minimum of 5-feet. Where the distance from “Area to be removed”, to existing joint, edge or score mark is less than the minimum shown, “Area to be removed” shall be extended to that joint, edge or score mark.

34. For any work to be performed in the street or alley, submit a traffic control plan for approval by Public Works Director a minimum of 5 working days in advance of street

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work. Traffic control plan is to be per Regional Standard Drawings or CALTRANS Traffic Control Manual.

35. The applicant shall be responsible for informing the public of the traffic conditions existing within the construction area at all times by placement of appropriate warning and advisory signs. The applicant shall also provide and maintain all traffic control and safety items. Barricades and any other delineation in the right of way shall be required and maintained by applicant for the duration of the right of way improvements. Applicant assumes sole and complete responsibility for the job and site conditions during the course of construction, including safety of all persons and property. This requirement shall apply continuously twenty-four (24) hours per day and shall not be limited to normal work hours.

36. For any project that proposes work within the public right-of-way (i.e., driveway removal/construction, sidewalk removal/construction, street or alley demolition/reconstruction, sewer lateral trenching and installation, landscaping and irrigation, fences, walls within the public right-of-way, etc.), a Temporary Encroachment Permit (TEP) shall be applied for and approved either prior to or concurrent with issuance of the building permit required for the project. Application for a Temporary Encroachment Permit shall be made on forms available at the Community Development Department.

37. Permittee shall schedule inspections with the Public Works Department (619) 423-8311 at least 24 hours prior to need as follows:
a. Sidewalk, Driveway, Curb and Gutter and other Concrete Work Pre-pour and Final
b. Street Excavation T-Cut and Final
c. Sewer Lateral Capping during Demolition and New Lateral Connection to Main d. All Other Encroachment Activity Final

38. All alley, driveway, sidewalk, or curb & gutter construction within the City right-of-way shall require either a “CLASS A” or “C-8” Contractor’s license. All sewer lateral installations and trenching work within the City right-of-way shall require a “CLASS A” Contractor’s license.

39. Along the public right-of-way, the applicant shall eliminate any existing tripping hazard caused by the condition of the existing public sidewalk along the property frontage. The remedial work required herein shall be performed to the satisfaction of the Public Works Inspector

40. Any disposal/transportation of solid/construction waste in roll off containers must be contracted through EDCO Disposal Corporation unless the hauling capability exists integral to the prime contractor performing the work.

41. The parcel impervious surfaces are not to increase beyond that proposed in the project review drawings. This will be as a post-construction condition in order to maximize the water runoff infiltration area on the parcel in compliance with Municipal Storm Water Permit – Order R9-2013-0001.

42. Applicant required to provide verification of post construction Best Management Practice (BMP) maintenance provisions through a legal agreement, covenant, CEQA mitigation requirement, and / or Conditional Use Permit. Agreement is provided through the Community Development Department.

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43. Property owner must institute “Best Management Practices” to prevent contamination of storm drains, ground water and receiving waters during both construction and post construction. The property owner or applicant BMP practices shall include but are not limited to:
a. Contain all construction water used in conjunction with the construction.

Contained construction water is to be properly disposed in accordance with Federal, State, and City statutes, regulations and ordinances. b. All recyclable construction waste must be properly recycled and not disposed in the landfill.
c. Water used on site must be prevented from entering the storm drain conveyance system (i.e. streets, gutters, alley, storm drain ditches, storm drain pipes). d. All wastewater resulting from cleaning construction tools and equipment must be contained on site and properly disposed in accordance with Federal, State, and City statutes, regulations, and ordinances.
e. Erosion control - All sediment on the construction site must be contained on the construction site and not permitted to enter the storm drain conveyance system.

Applicant is to cover disturbed and exposed soil areas of the project with plastic– like material (or equivalent product) to prevent sediment removal into the storm drain system. See CASQA’s (California Stormwater Quality Association) Construction Best Management Practices Handbook for other alternative erosion and sediment control BMPs.

44. Two days prior to any excavation, “Dig-Alert” (800) 227-2600 shall be notified to locate all known underground utilities.

45. Applicant shall defend, indemnify, and hold harmless the City, its agents, officers, and employees from any and all claims, actions, proceedings, damages, judgments, or costs, including attorney’s fees and costs incurred by the City and any claim for private attorney general fees and costs claimed by or awarded to any party against the City or its agents officers or employees against the City or its agents, officers, or employees, relating to the approval of the project (USE-22-0092) including, but not limited to, any action to attack, set aside, void, challenge, or annul this development approval and any environmental document or decision (Regular Coastal Development Permit (CP-22- 0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22-0028), Site Plan Review (SPR-22-0023) and Categorical Exemption pursuant to California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures)), including any claims for violation of the Public Records Act or discovery law arising from and with respect to litigation involving these approvals (collectively “Development Approvals”). The City will promptly notify applicant of any claim, action or proceeding concerning the Development Approvals. The City may elect to conduct its own defense, participate in its own defense, or obtain independent legal counsel in defense of any claim related to this indemnification. In the event of such election, applicant shall pay all the costs related thereto, including without limitation reasonable attorney’s fees and costs. In the event of such election applicant shall pay all the costs related thereto including without limitation attorney’s fees and costs incurred by the City. In the event of a disagreement between the City and applicant regarding litigation issues, the City shall have the authority to control the litigation and make litigation related decisions, including, but not limited to, settlement or other

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disposition of the matter. However, the applicant shall not be required to pay or perform any settlement unless such settlement is first approved by applicant.

46. The Developer or Developer’s representative shall read, understand, and accept the conditions listed herein and shall, within 30 days, return a signed statement to the Community Development Department accepting said conditions.

47. The Developer shall pay off any deficits in his project account (22-0092-DEP) prior to building permit issuance and prior to final inspection.

Appeal Process under the California Code of Civil Procedure (CCP): The time within which judicial review of a City Council decision must be sought is governed by Section 1094.6 of the CCP. A right to appeal a City Council decision is governed by CCP Section 1094.5 and Chapter

1.18 of the Imperial Beach Municipal Code.

PROTEST PROVISION: The 90-day period in which any party may file a protest, pursuant to Government Code Section 66020, of the fees, dedications or exactions imposed on this development project begins on the date of the final decision.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Imperial Beach as follows:

1. That the foregoing recitals are true and correct.

2. That Regular Coastal Development Permit (CP-22-0015), Conditional Use Permit (CUP-22-0012), Design Review Case (DRC-22-0028), Site Plan Review (SPR22-0023) and Categorical Exemption pursuant to California Environmental Quality Act (CEQA) Guidelines Section 15303 Class 3e (New Construction or Conversion of Small Structures) is approved for the proposed attached 527 square foot exterior covered patio addition to the existing IB Forum restaurant at 1079 Seacoast Drive (APN 625-392-23-00) in the C/MU-2 (Seacoast Commercial & Mixed-Use) Zone subject to the conditions set forth in this Resolution.

3. The City Manager or his designee shall provide notice to the California Coastal Commission of the City Council’s approval of the Coastal Permit pursuant to IBMC Section 19.87.160(A)(2).

PASSED, APPROVED, AND ADOPTED by the City Council of the City of Imperial Beach at its meeting held on the 21st day of September 2022, by the following vote:

AYES: COUNCILMEMBERS:

NOES: COUNCILMEMBERS:

ABSENT: COUNCILMEMBERS:

SERGE DEDINA, MAYOR
ATTEST:

JACQUELINE M. KELLY, MMC

CITY CLERK

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DRB Special Meeting Minutes ATTACHMENT 2
August 25, 2022

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4.d MATT MORGAN, IB FORUM (APPLICANT): CONSIDERATION OF DESIGN REVIEW CASE (DRC-22-0028) PROPOSING A 527 SQUARE

FOOT PATIO EXPANSION TO THE EXISTING IB FORUM
RESTAURANT AT 1079 SEACOAST DRIVE (APN 625-392-23-00). (USE22-0092).

Member Grace returned to the Council Chambers at 6:49 p.m.

Senior Planner Openshaw gave a PowerPoint presentation on the proposed patio expansion to the existing IB Forum Restaurant located at 1079 Seacoast Drive.

Public Comments:

William Long, Sea Village HOA Board member, noted there has never been a complaint about noise from the IB Forum in the 15 years he has been on the board. He spoke in support for moving forward with the project.

Speaking for Dante Pamintuan, Mr. Long stated that Mr. Pamintuan had to leave the meeting, told him that he supports the project and to speed it up.

Martin Mattes spoke about the need for additional seating in order to accommodate more customers and reduce wait times for a table. He also mentioned that people usually use rideshare or golf carts to visit the restaurant.

Member Rogers spoke about the need to preserve every parking spot in the City, not just on 9th Street but also on Seacoast Drive. He wished that the applicant could build up and have the patio on the roof because that is needed due to density and there is a big problem with parking.

Member Grace noted that in the past, the Board had approved a lot of projects that had zero parking. She stated that although there is a loss of a few parking spaces, she supported the project because there will still be eight or nine parking spaces and there is a lot of parking along the estuary.

She commented that the landscaping is nice.

Member Voronchihin stated that he used to live across the street from IB Forum and said that the loss of the few parking spaces will not impact the neighbors because people will park anywhere else but in that lot. He said it is a great project and it is aesthetically pleasing. His only observation is that where the stone veneer meets CMU block in the same space looks

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DRB Special Meeting Minutes ATTACHMENT 2
August 25, 2022

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awkward. To resolve it, he suggested using stone veneer in the whole enclosure.

Member Beltran agreed with comments made by Member Voronchihin with regard to parking. This is a short-term commercial private use versus the public having a long-term parking situation. He liked the continuation of the landscaping buffer from the parking, so the wall is not up to the edge of the parking. In terms of the actual materials, Member Beltran said that there is a break between the stone veneer wall and in the proposed patio wall, so the wall would continue the line from the existing split face wall with a little bit of a hardscape break and then again back to this split face versus existing conditions where you have some landscaping in between to soften that transition out. He further stated that he is not a huge fan of string lighting for commercial uses because it gives a low budget/vacation bar type look versus something that is more established. He commented that rodents like to nest in Birds of Paradise so if there is a rodent issue to consider another type of plant. He supported the project.

In response to Chair Bradley's question about having a precedent for relaxing the parking requirements along Seacoast, Senior Planner Openshaw stated that in our Commercial Mixed-use Zone, parking requirements are relaxed along Seacoast. Parking may occur off-site instead of having the parking on the site of the project with incorporation of TDM (Transportation Demand Management) measures.

Chair Bradley concurred with his colleagues stating that there is a difference between providing the parking spaces for residents and providing parking spaces for a business. He spoke in support for recommending approval to City Council.

Member Rogers clarified for the record that he will not vote to approve the project because in the Design Review Guidelines (where it discusses circulation and parking) and in the Design Review Compliance Checklist there is no allowance for a reduction in parking.

Chair Bradley stated for the record that he agreed with Member Rogers, however, in the interest of fairness when there has been precedent to reduce parking requirements along Seacoast, given his familiarity with that location, and the fact that the Imperial Beach Blvd. improvements enhance the availability of parking in the region, he will vote in favor of approving this project. For the record he generally opposes reductions, but this is an instance where he would hate to give the perception that they would single

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DRB Special Meeting Minutes ATTACHMENT 2
August 25, 2022

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out an individual business along Seacoast Drive to be treated different when others have been in areas where they had the inability to provide the level of parking that's indicated in the ordinance and created a greater impact than this particular business. He spoke in support for recommending moving forward with the project.

Member Rogers responded that Member Grace made a good point which was that the DRB approved other projects on Seacoast with zero parking.

He stressed that there is a limited amount of parking on Seacoast and overtime the circumstances will change so this is not singling out a particular project. He further stated that it seems like overtime that circumstances will continue to change with regard to the general parking for all properties on Seacoast. Therefore, his concern for sticking to precedence will lead to no parking.

Deputy City Manager Foltz stated the City hired STC Traffic to look at a coastal parking analysis. The whole coastal area was analyzed and a few months ago City Council was presented with near-term and long-term strategies on how to make parking better now, and how we can do longterm strategies, while also facilitating projects that the City wants. It is a fine balance. The study is step one and the City will continue to work with the traffic engineer to make parking better. He stated there is no solution right now, but it is something that the City is working on.

In response to Chair Bradley's question, Manager Foltz stated that if staff had significant issues with the project, they would have noted them during the presentation and that staff does not hold up a project from being reviewed by the Board. Concerns would be noted within the staff report and in the presentation. He further stated that the data that's been provided by the traffic engineer does not show that there are significant issues right now.

However, like Member Rogers said, we have to look at it as time progresses to make sure we are planning effectively. He spoke about the unique situation when a project requires a Conditional Use Permit requiring a review by the DRB, yet CUP's can only be approved by the City Council.

In response to Member Voronchihin's question about how many parking spaces are required, Planner Openshaw responded 18 parking spaces are required.

Motion by Chelsea Grace
Seconded by Miguel Beltran

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DRB Special Meeting Minutes ATTACHMENT 2
August 25, 2022

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The Design Review Board considered the design of the proposed attached 527 square foot exterior covered patio addition to the existing IB Forum restaurant at 1079 Seacoast Drive (APN 625-392-23-00) and recommended approval of the project’s design to City Council.

AYES (4): Karl Bradley, Miguel Beltran, Chelsea Grace, and Ilia Voronchihin
NOES (1): Lance Rogers
Motion Carried (4 to 1)

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Attachment 3

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A
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A
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A
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A
A
A
A
A
A
A
A
AA
A
A

EXISTING SIDEWALK

EXISTING SHRUBS

EXISTING SIDEWALK

EXISTINGSTAMPEDCONCRETE
EX. ENCLOSURE

USED FOR

RECYCLING

EXISTING BUILDING

SEACOAST DRIVE

IMPERIAL BEACH BOULEVARD
0 5 10 20 30

GRAPHIC SCALE - FEET

EXISTING
GAS
METER

EXISTING
DOOR

REMOVE EXISTING

WALLS BETWEENN EXISTING

AND PROIPOSED PATIO COVER
ON THIS SIDE, NEW 6' MASONRY

WALL WITH GLASS SCREEN TO MATCH

EXISTING AROUND EXISTING

COVERED PATIO

NEW CONCRETE CURB

AND NEW PLANTER

NEW PAVERS

EXISTING COVERED PATIO

NEW LANDSCAPING

TO MATCH EXISTING

EXISTING

STORAGE

CONTAINER

EXISTING COVERED PATIO EXISTING COVERED PATIO

EXISTING PARKING LOT

RESTRIPE PARKING

EXISTING ACCESSIBLE ROUTE OF TRAVEL

EXISTING PILLAR

WITH PATIO COVER SUPPORT

POSTS TO REMAIN

NEW CONCRETE BAND

NEW PATIO COVER TO

MATCH EXISTING

NEW ACCESSIBLE

PATH OF TRAVEL

NEW ACCESSIBLE

PARKING SPACE

REMOVE THIS

SECTION OF CURB
ISOLN.

PROPERTY LINE 95.22'
PROPERTY LINE 95.22'
PROPERTY LINE 100.14'
PROPERTY LINE 100.14'

PROGRESS PRINT DATE

CHANGES
DESIGN
DRAWN

CHECKED
SCALE

PROJECT
SHEET
OF 2 SHEETS
L-1

PROJECT CLIENT
GM
GM
IF PLAN IS LESS THAN 24" X 36"
IT IS A REDUCED PRINT.

REDUCE SCALE ACCORDINGLY.

MATT MORGAN
IB FORUM SPORTS BAR & GRILL1079 SEACOAST DRIVEIMPERIAL BEACH, CA 91932 09-019.3
3/16"= 1'
3/3/21 AM PROGRESS

OUTDOOR DINING PATIO

CONCEPTUAL PLAN

LANDSCAPE ARCHITECTURE
990 SEACOAST DRIVE, STE. 20
IMPERIAL BEACH, CA 91932
(619) 882-2499
E-mail: [email protected]
GEORGE MERCER ASSOCIATES INC.

ENSED LANDSCAPE ARCHIT

STATE OF CALIFORN IA
orge E.L. Mercer No. 40
Signature
Renewal Date: 4-30-23
Date:
4/27/27
3/3/21 PM PROGRESS
4/27/21
Attachment 5

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EXISTING COVERED PATIO

PROPOSED BLOCK WALL AND GLASS

WIND SCREEN TO MATCH EXISTING

NEW STEEL GATE

SPORTS IBF BAR
ORUM
& GRILL

ELEVATION VIEWED FROM SOUTH

PARKING LOT

EXTEND PATIO COPVER

TO MATCH EXISTING

NEW WALLS, PILLARS

AND GLASS SCREEN TO MATCH EXISTING

NEW LANDSCAPING TO MATCH EXISTING

EXISTING BUILDING

ELEVATION VIEWED FROM EAST/PARKING LOT

PROGRESS PRINT DATE

CHANGES
DESIGN
DRAWN

CHECKED
SCALE

PROJECT
SHEET
OF 2 SHEETS
L-2

PROJECT CLIENT
GM
GM
IF PLAN IS LESS THAN 24" X 36"
IT IS A REDUCED PRINT.

REDUCE SCALE ACCORDINGLY.

MATT MORGAN
IB FORUM SPORTS BAR & GRILL1079 SEACOAST DRIVEIMPERIAL BEACH, CA 91932 09-019.3
1/2"= 1'
3/17/21 PROGRESS

OUTDOOR DINING PATIO

ELEVATIONS

LANDSCAPE ARCHITECTURE
990 SEACOAST DRIVE, STE. 20
IMPERIAL BEACH, CA 91932
(619) 882-2499
E-mail: [email protected]
GEORGE MERCER ASSOCIATES INC.

LICENSED

LANDSCAPE
ARCHIT
STATE
OF

CALIFORN IA
orge
E
.L
.

Me
r
cer
No.
40 Signature
Renewal Date: 4-30-23
Date:
4/27/21
4/27/21 PROGRESS

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P P
P
S
S

S S S S S
A
A
A
A

EXISTING SIDEWALK

EXISTINGSTAMPEDCONCRETE
EX. ENCLOSURE

USED FOR

RECYCLING

EXISTING BUILDING

SEACOAST DRIVE

IMPERIAL BEACH BOULEVARD

EXISTING
GAS
METER

EXISTING
DOOR

REMOVE EXISTING

WALLS BETWEEN EXISTING

AND PROPOSED PATIO COVER
ON THIS SIDE, NEW 6' MASONRY

WALL WITH GLASS SCREEN TO MATCH

EXISTING AROUND EXISTING

COVERED PATIO

NEW CONCRETE CURB

AND NEW PLANTER

NEW PAVERS

EXISTING COVERED PATIO

NEW LANDSCAPING

TO MATCH EXISTING

EXISTING

STORAGE

CONTAINER

EXISTING COVERED PATIO EXISTING COVERED PATIO

EXISTING PARKING LOT

RESTRIPE PARKING

EXISTING ACCESSIBLE ROUTE OF TRAVEL

EXISTING PILLAR

WITH PATIO COVER SUPPORT

POSTS TO REMAIN

NEW CONCRETE BAND

NEW PATIO COVER TO

MATCH EXISTING

NEW ACCESSIBLE

PATH OF TRAVEL

NEW ACCESSIBLE

PARKING SPACE

REMOVE THIS

SECTION OF CURB

EXISTING LANDSCAPING

PLANTING LEGEND

SYMBOL SPECCIES/COMMON NAME

AGAVE ATTENUATA 'RAY-OF'LIGHT'

FOXTAIL AGAVE
DIANELLA TAS. 'VARIEGATA'

TASMANIAN FLAX LILY

LIMONIUM PEREZII

STATICE

PHOENIX ROEBELINII

PYGMY DATE PALM

STRELITZIA REGINAE

BIRD-OF-PARADISE

ARCHONTOPHOENIX

CUNNINGHAMIANA

KING PALM
SIZE
5 GAL.
5 GAL.
1 GAL.
15 GAL.
5 GAL.
15 GAL.

DOUBLE

QUANTITY
4 12
11 6
7 4
A
P
S
MULCH ALL PLANTING AREAS WITH 3" DEPTH FOREST MULCH FROM AGRISERVICE.

ALL PLANTER AREAS TO BE IRRIGATED WITH AN AUTOMATICALLY CONTROLLED IRRIGATION SYSTEM.

LANDSCAPE AREA CALCULATIONS
TOTAL LOT AREA: 9,535 sq ft.

Existing landscape area (including area in ROW): 1,430 sq. ft. - 15% Proposed landscape area (including area in ROW): 1,520 sq. ft. - 15.3% Existing landscape area (excluding area in ROW): 1,173 sq. ft. - 12.3% Proposed landscape area (excluding area in ROW): 1,201 sq. ft. - 12.6% 0 8 16 24
FEET
SCALE: 3/16" = 1'
ISOLN.

PROPERTY LINE 95.22'
PROPERTY LINE 95.22'
PROPERTY LINE 100.14'
PROPERTY LINE 100.14'

PROGRESS PRINT DATE

CHANGES
DESIGN
DRAWN

CHECKED
SCALE

PROJECT
SHEET
OF 2 SHEETS
L-1

PROJECT CLIENT
GM
GM
IF PLAN IS LESS THAN 24" X 36"
IT IS A REDUCED PRINT.

REDUCE SCALE ACCORDINGLY.

MATT MORGAN
IB FORUM SPORTS BAR & GRILL1079 SEACOAST DRIVEIMPERIAL BEACH, CA 91932 09-019.3
3/16"= 1'
3/3/21 AM

OUTDOOR DINING PATIO

CONCEPTUAL PLAN

LANDSCAPE ARCHITECTURE
990 SEACOAST DRIVE, STE. 20
IMPERIAL BEACH, CA 91932
(619) 882-2499
E-mail: [email protected]
GEORGE MERCER ASSOCIATES INC.

LICENSED LANDSCAPE ARCHITECT

STATE OF CALIFORN IA
George E.L. Mercer No. 4055
Signature
Renewal Date: 4-30-23
Date:
8/9/22
3/3/21 PM
4/27/21
8/9/22
NORTH
Attachment 6

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EXISTING COVERED PATIO

PROPOSED BLOCK WALL AND GLASS

WIND SCREEN TO MATCH EXISTING

NEW STEEL GATE

SPORTS IBF BAR
ORUM
& GRILL

ELEVATION VIEWED FROM SOUTH

PARKING LOT

EXTEND PATIO COPVER

TO MATCH EXISTING

NEW WALLS, PILLARS

AND GLASS SCREEN TO MATCH EXISTING

NEW LANDSCAPING TO MATCH EXISTING

EXISTING BUILDING

ELEVATION VIEWED FROM EAST/PARKING LOT

PROGRESS PRINT DATE

CHANGES
DESIGN
DRAWN

CHECKED
SCALE

PROJECT
SHEET
OF 2 SHEETS
L-2

PROJECT CLIENT
GM
GM
IF PLAN IS LESS THAN 24" X 36"
IT IS A REDUCED PRINT.

REDUCE SCALE ACCORDINGLY.

MATT MORGAN
IB FORUM SPORTS BAR & GRILL1079 SEACOAST DRIVEIMPERIAL BEACH, CA 91932 09-019.3
1/2"= 1'
3/17/21 PROGRESS

OUTDOOR DINING PATIO

ELEVATIONS

LANDSCAPE ARCHITECTURE
990 SEACOAST DRIVE, STE. 20
IMPERIAL BEACH, CA 91932
(619) 882-2499
E-mail: [email protected]
GEORGE MERCER ASSOCIATES INC. LICENSED LANDSCAPE ARCHITECT STATE OF CALIFORN IAGeorge E.L.Mercer No. 4055 Signature
Renewal Date: 4-30-23
Date:
4/27/21
4/27/21 PROGRESS

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P a g e | 1
September 21, 2022
ITEM TITLE: INVESTMENT UPDATE PRESENTED BY CHANDLER ASSET MANAGEMENT. (0350-90)
ORIGINATING DEPARTMENT:

Finance
EXECUTIVE SUMMARY:

Chandler Asset Management provides investment management services for the City of Imperial Beach. As part of their services, they provide investment updates to the City Council. Chandler Asset Management will present information pertaining to the City’s financial holdings. The presentation will include an economic and financial update through June 30, 2022.

RECOMMENDATION:

Staff recommends the City Council receive and file the investment update report from Chandler Asset Management.

OPTIONS:
 Receive and file the report
 Provide direction to the City Manager to take a specific action  Request additional information and an additional report BACKGROUND/ANALYSIS:

Chandler Asset Management provides investment management services for the City of Imperial Beach. As part of their services, they provide investment update reports to the City Council.

Chandler Asset Management will present information pertaining to the City’s financial holdings.

The presentation will include an update of general economic indicators as well as investment activities through June 30, 2022.

ENVIRONMENTAL DETERMINATION:

Not a project as defined by CEQA.

FISCAL IMPACT: N/A

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P a g e | 1
September 21, 2022
ITEM TITLE: REPORT ON THE BAYSHORE BIKEWAY RESILIENCY PROJECT – CREATION OF A COASTAL RESILIENCE CORRIDOR IN IMPERIAL BEACH. (0680-20) ORIGINATING DEPARTMENT:

Environmental & Natural Resources
EXECUTIVE SUMMARY:

The City received a grant from the Ocean Protection Council (OPC) for a sea level rise adaptation planning project for the northern shoreline of Imperial Beach adjacent to San Diego Bay. This planning project will specifically look at the Bayshore Bikeway corridor and adjacent open space area to repurpose the existing right-of-way into a multi-benefit coastal resilience corridor to protect the inland area from future coastal flooding while improving coastal access and improving transitional habitats. The purpose of the project is to increase the City’s resiliency to flooding and sea level rise impacts and provide enhanced flood protection for the Bayshore Bikeway corridor and adjacent Bayside Neighborhood. The project has the additional benefit of activating the Bayfront. As such, staff has conducted significant public outreach in preparation of conceptual plans, including five public workshops, two reports to the Design Review Board (DRB), two reports to the Tidelands Advisory Committee (TAC), and more than 20 meetings with local agencies and community groups. The intent of this meeting is to provide an information report on the project, present the initial design concepts including the concepts for public access and activation nodes for the Bayshore Bikeway Resiliency Project and receive comments from the City Council that allow staff to proceed with the development of 30 percent design and engineering plans.

RECOMMENDATION:

That the City Council receive the report and presentation from staff on the Bayshore Bikeway Resiliency Project – Creation of a Coastal Resilience Corridor in Imperial Beach and provide staff with a recommendation on the preferred options for the three segments and comments on the proposed project concepts and design.

OPTIONS:

The City Council can also:
 Receive the report; or
 Request additional information.

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P a g e | 2
BACKGROUND/ANALYSIS:

The City of Imperial Beach completed a Sea Level Rise Assessment in 2016 which identified the Bayside neighborhood as a low-lying area that is vulnerable to coastal flooding from the San Diego Bay. The Bayside neighborhood, identified by the State of California as an economically disadvantaged area within the City, is currently prone to flooding during high tide conditions.

Projected future increases in the sea level will exacerbate the duration, intensity, and frequency of flooding in this neighborhood if no flood adaptation measures are implemented.

The City was awarded a planning grant in January 2021 from the Ocean Protection Council to explore the feasibility of designing and implementing a sea level rise adaptation project along the south end of San Diego Bay. The Bayshore Bikeway Resiliency Project officially kicked off in May of 2021. The scope of the Project includes a stakeholder driven process to develop a sea level rise adaptation plan for the south end of San Diego Bay that utilizes existing public right-of-way, infrastructure, and open space habitat to protect the Bayside neighborhood from future impacts of sea level rise for up to 3.5 feet. The outcome of the Project will result in 30 percent engineering plans for the City to proceed with the environmental review and allow the City to compete for future grant funds for construction. As part of the long-range planning for the Project, the City is also receiving public input on opportunities along the entire Bayfront that include enhanced public access and ideas for recreational and commercial activation for the area.

Over the past six months, staff conducted significant public outreach in preparation of conceptual plans, including five public workshops, two reports to the Design Review Board (DRB), two reports to the Tidelands Advisory Committee (TAC), and more than 20 meetings with local agencies and community groups. These conceptual plans focus on improvements to the low-lying sections of the bayfront from approximately State Route 75 (SR-75) to the Public Works facility at 10th Street (Attachment 1). Public input was received on proposed adaptation strategies that address existing and future flooding in the Bayside neighborhood; improvements for public access, recreation, and public safety for the Bayshore Bikeway; and opportunities to restore or enhance wetland habitat.

Staff has notated the feedback received from the DRB, TAC, partnering agencies, and the public and is currently in the process of developing the 30 percent plans. An attachment has been included with the staff report with the following project information and maps that will be further reviewed and addressed by staff during the presentation/report to the City Council:

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P a g e | 3
• A map showing the extent of coastal flooding hazards from projected future sea level rise and storm surge if no improvements are made to protect the bayfront from flooding.
• A map of the project location that is further broken down into three Project Segments.
• Conceptual design options for the three project Segments:
o Segment 1: The area from 7th Street to SR-75 and including areas around Pond 10A, includes three design options (A-C) and incorporates variations on a naturalized shoreline, living levee for flood protection. Proposed improvements in Segment 1 also reside within the City of Coronado. o Segment 2: The area includes the bikeway from 7th Street to 8th Street and incorporates a naturalized shoreline, living levee for flood protection. o Segment 3: The area extends to the Public Works facility at 10th Street and includes the Bayside Elementary School. Proposed improvements include a naturalized shoreline, living levee for flood protection, a multi-purposed storm water detention basin, and a tide control gate.
• A conceptual rendering of the multi-purpose storm water detention basin at Bayside Elementary School.
• Initial concepts for public access and activation nodes that will provide safer access to and from the bikeway for all users and will offer a unique user experience for passive recreation along the Imperial Beach section of the Bayshore Bikeway. • Photos of the public outreach activities whereby the community was provided the opportunity to give input on a larger vision to improve public access and activate the entire Bayshore Bikeway section in Imperial Beach.

The intent of this report is to provide information on the project, present the initial design concepts for the Bayshore Bikeway Resiliency Project, and receive comments from the City Council that allow staff to proceed with the development of 30 percent design and engineering plans.

ENVIRONMENTAL DETERMINATION:

The project is statutorily exempt under the California Environmental Quality Act (CEQA) Guidelines Section 15262 because the Project involves only planning studies and feasibility analyses to support development of future projects.

FISCAL IMPACT:

Funds for this project are from the Ocean Protection Council Prop 68 grant in the amount of $445,000. The City is providing a $60,000 match for this grant from dedicated staff time to support the implementation of the Project.

ATTACHMENTS:

1. Project Maps, Segment Options, and Concept Plans

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IBBayshoreBikeway.com
Coastal Hazards: Projected Sea Level Rise
Issues
• Prone to
existing
flooding
• Projected to
be further
impacted by
future sea
level rise
Attachment 1

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IBBayshoreBikeway.com
Project Extent • 1.2-mile segment of the San
Diego Bayshore Bikeway
• Pond 10A
• Portions of Bayside
Elementary School
Project Features
• Living Shoreline
• Multi-purpose Detention
Basin
• Separated bicycle and
pedestrian pathways
Project Location

Page 469 of 574 ends

IBBayshoreBikeway.com
Segment 1 – Option 1A
 Living Levee along Existing Bikeway
Alignment w/ existing or new headwall
or flood control structure
 Maintains muted Pond 10A hydraulics.

EXISTING CONDITIONS

PROFILE A

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IBBayshoreBikeway.com
Segment 1 – Option 1B
 Remove muting to 10A through new
tidal connection / pilot channel.
 Living levee around 10A to provide
flood protection.

PROFILE A

PROFILE B

PROFILE C

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IBBayshoreBikeway.com
Segment 1 – Option 1C
 Reroute bikeway around perimeter of Pond
10A.
 Demo bikeway fill prism – create pilot
channel, restore habitat
 Ring levee around 10A to provide flood
protection.

PROFILE A

PROFILE B

PROFILE C

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IBBayshoreBikeway.com
Segment 2

PROFILE A
 Option 1: Living Levee within existing
bikeway/multiuse trail footprint (~60 foot
width); upland habitat creation focus
 Option 2: Living Levee transitional habitat
slope into the wetland (~100 foot width);
ecotone slope habitat creation
 Option 3: Living levee that
balances/optimizes impacts with habitat
creation opportunities (width TBD)

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IBBayshoreBikeway.com
Segment 3
PROFILE A1/A2
New Levee Along Existing/Relocated Alignment

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IBBayshoreBikeway.com
Segment 3 – Multi-Purpose Detention Basin

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IBBayshoreBikeway.com
March 19, 2022

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IBBayshoreBikeway.com
March 19, 2022

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IBBayshoreBikeway.com
March 19, 2022

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IBBayshoreBikeway.com
March 19, 2022

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IBBayshoreBikeway.com
March 19, 2022

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IBBayshoreBikeway.com
March 19, 2022

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IBBayshoreBikeway.com
March 15, 2022

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P a g e | 1
September 21, 2022
ITEM TITLE: RESOLUTION NO. 2022-70 ADOPTING THE LOCAL ROADWAY SAFETY PLAN. (0750-90)
ORIGINATING DEPARTMENT:

Public Works
EXECUTIVE SUMMARY:

In January 2020 the City received a grant in the amount of $72,000 to prepare a Local Roadway Safety Plan (LRSP). The LRSP establishes a framework and process for identifying, analyzing, and prioritizing roadway safety improvements on local streets. The development of a LRSP provides an opportunity to address unique roadway safety needs in Imperial Beach. In addition, completing the LRSP will allow the City to be eligible for applying and receiving Highway Safety Improvement Program (HSIP) grant funds in future years.

The report (Attachment 1) presents the processes, technical data, and detailed analysis the Kimley-Horn engineering team. The report includes recommendations for implementation actions, phasing, and sequencing of safety improvements intended to help the City achieve Vision Zero, the nationwide initiative to eliminate traffic fatalities and severe injuries by implementing safe, healthy, and equitable mobility.

RECOMMENDATION:

1. Approve Resolution 2022-70 adopting the Local Roadway Safety Plan

2. Direct staff to develop the short-term improvements and pursue grant funding OPTIONS:
 Receive report and approve Resolution 2022-70 and recommendations from staff.  Reject the resolution and provide direction to staff on how to proceed.  Request additional information and an additional report.

BACKGROUND/ANALYSIS:

The City of Imperial Beach worked with Kimley-Horn to develop the LRSP. Kimley-Horn analyzed crash history in the City to identify locations with high number of collisions and high-risk roadway characteristics. The LRSP summarizes identified safety needs, safety goals, emphasis areas and a prioritized list of improvements and activities.

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P a g e | 2
The attached report analyzes 2015-2019 crash data from the Statewide Integrated Traffic Records System (SWITRS) to identify high-collision locations, high-risk locations, and city-wide trends and patterns. The analysis of crash history throughout the City allows for opportunities to identify factors on the local roads that inhibit safety for all roadway users, improve safety at specific high-collision locations, and develop safety measures using the five E’s of safety:

Engineering, Enforcement, Education, Emergency Response and Emerging Technologies to encourage safer driver behavior and reduce the severity of collisions.

The following five key emphasis areas have been identified for the LRSP:

1. Safety on Priority Corridors (specifically 9th Street and 13th Street)

2. Distracted Driving

3. Impaired Driving

4. Vulnerable Roadway Users

5. Small-Scale Infrastructure
ENVIRONMENTAL DETERMINATION:

Project is exempt under CEQA Section 15302(c).

ATTACHMENTS:

ATT 1. Resolution 2022-70
ATT 2. Kimley Horn LRSP dated February 2021

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ATTACHMENT 1
RESOLUTION NO. 2022-70

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF IMPERIAL BEACH, CALIFORNIA,

ADOPTING THE LOCAL ROADWAY SAFETY PLAN (LRSP)
WHEREAS, the LRSP establishes a framework and process for identifying, analyzing, and prioritizing roadway safety improvements on local streets; and WHEREAS, preparing a LRSP provides an opportunity to address unique roadway safety needs in Imperial Beach; and
WHEREAS, completing the LRSP will allow the City to be eligible for applying and receiving Highway Safety Improvement Program (HSIP) grant funds in future years; and WHEREAS, the City of Imperial Beach worked with Kimley-Horn to develop the LRSP. Kimley-Horn analyzed crash history in the city to identify high-risk roadway characteristics; and
WHEREAS, the LRSP summarizes identified safety needs, the safety goals, emphasis areas and a prioritized list of improvements and activities.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Imperial Beach as follows:

1. The above recitals are true and correct.

2. That the Local Roadway Safety Plan is approved as presented.

PASSED, APPROVED, AND ADOPTED by the City Council of the City of Imperial Beach at its meeting held on the 21st day of September 2022, by the following vote:

AYES: COUNCILMEMBERS:

NOES: COUNCILMEMBERS:

ABSENT: COUNCILMEMBERS:

SERGE DEDINA, MAYOR
ATTEST:

JACQUELINE M. KELLY, MMC

CITY CLERK

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FEBRUARY 2021
FINAL

LOCAL ROADWAY SAFETY PLAN

IM P E R IA L B E A C H
Attachment 2

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1 | Prepared by: ……………………..

IMPERIAL BEACH LOCAL ROADWAY SAFETY PLAN

TABLE OF CONTENTS
Introduction................................................................................................................................................................................... 5 Safety Partners .............................................................................................................................................................................. 7 Vision and Goals............................................................................................................................................................................ 7 Goal #1: Identify areas with a high risk for collision............................................................................................................ 7 Goal #2: Develop a comprehensive safety program and supporting systemic process ................................................ 7 Goal #3: Plan future safety improvements that improve mobility choices ...................................................................... 8 Goal #4: Define safety projects for future HSIP and other program funding consideration......................................... 8 Process ........................................................................................................................................................................................... 8 Guiding Manuals ..................................................................................................................................................................... 10 Existing Efforts............................................................................................................................................................................. 12 Collision Data Analysis Summary ............................................................................................................................................. 13 Analysis Techniques ............................................................................................................................................................... 13 Key Findings............................................................................................................................................................................. 14 Emphasis Areas ........................................................................................................................................................................... 51 Emphasis Area 1: Safety On Priority Corridors................................................................................................................... 52 Emphasis Area 2: Distracted Driving.................................................................................................................................... 59 Emphasis Area 3: Impaired Driving...................................................................................................................................... 61 Emphasis Area 4: Vulnerable Roadway Users .................................................................................................................... 63 Emphasis Area 5: Small-Scale Infrastructure ...................................................................................................................... 65 Evaluation & Implementation ................................................................................................................................................... 67 Countermeasure Selection Process ..................................................................................................................................... 67 Benefit to Cost Ratio Process ................................................................................................................................................ 68 Funding Opportunities........................................................................................................................................................... 69 Conclusion ................................................................................................................................................................................... 70 Attachment 2

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Imperial Beach City CouncilSeptember 21, 2022

Imperial Beach City Council
September 21, 2022