Agenda packet — Ontario City Council, June 20, 2023 (part 11 of 32)

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

3.1-288
2220
File Name : 06_ONT_15S_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM 07:00 AM
+0 mins. 3 0 8 11 0 6 6 12 0 0 0 0 0 9 3 12
+15 mins. 5 0 16 21 0 4 9 13 0 0 0 0 0 12 7 19
+30 mins. 4 0 15 19 0 5 8 13 0 0 0 0 0 11 4 15
+45 mins. 2 0 10 12 0 5 5 10 0 0 0 0 0 9 7 16
Total Volume 14 0 49 63 0 20 28 48 0 0 0 0 0 41 21 62
% App. Total 22.2 0 77.8 0 41.7 58.3 0 0 0 0 66.1 33.9
PHF .700 .000 .766 .750 .000 .833 .778 .923 .000 .000 .000 .000 .000 .854 .750 .816 Counts Unlimited, Inc.

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

3.1-289
2221
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 62 0 159 46 221 0 113 26 0 139 0 0 0 0 0 0 238 83 0 321 46 681 727 04:15 PM 80 0 212 64 292 0 83 23 0 106 0 0 0 0 0 0 202 54 0 256 64 654 718 04:30 PM 84 0 191 64 275 0 125 32 0 157 0 0 0 0 0 0 227 88 0 315 64 747 811 04:45 PM 77 0 257 75 334 0 118 19 0 137 0 0 0 0 0 0 249 43 0 292 75 763 838 Total 303 0 819 249 1122 0 439 100 0 539 0 0 0 0 0 0 916 268 0 1184 249 2845 3094 05:00 PM 58 0 231 49 289 0 126 45 0 171 0 0 0 0 0 0 243 72 0 315 49 775 824 05:15 PM 80 1 242 86 323 0 148 34 0 182 0 0 0 0 0 0 257 57 0 314 86 819 905 05:30 PM 55 0 286 72 341 0 143 22 0 165 0 0 0 0 0 0 253 119 0 372 72 878 950 05:45 PM 70 0 296 86 366 0 133 10 0 143 0 0 0 0 0 0 246 73 0 319 86 828 914 Total 263 1 1055 293 1319 0 550 111 0 661 0 0 0 0 0 0 999 321 0 1320 293 3300 3593 Grand Total 566 1 1874 542 2441 0 989 211 0 1200 0 0 0 0 0 0 1915 589 0 2504 542 6145 6687 Apprch % 23.2 0 76.8 0 82.4 17.6 0 0 0 0 76.5 23.5
Total % 9.2 0 30.5 39.7 0 16.1 3.4 19.5 0 0 0 0 0 31.2 9.6 40.7 8.1 91.9 Passenger Vehicles 518 1 1716 2749 0 924 176 1100 0 0 0 0 0 1785 576 2361 0 0 6210 % Passenger Vehicles 91.5 100 91.6 94.8 92.2 0 93.4 83.4 0 91.7 0 0 0 0 0 0 93.2 97.8 0 94.3 0 0 92.9 Large 2 Axle Vehicles 13 0 28 50 0 18 6 24 0 0 0 0 0 24 8 32 0 0 106 % Large 2 Axle Vehicles 2.3 0 1.5 1.7 1.7 0 1.8 2.8 0 2 0 0 0 0 0 0 1.3 1.4 0 1.3 0 0 1.6 3 Axle Vehicles 5 0 30 39 0 12 1 13 0 0 0 0 0 45 0 45 0 0 97 % 3 Axle Vehicles 0.9 0 1.6 0.7 1.3 0 1.2 0.5 0 1.1 0 0 0 0 0 0 2.3 0 0 1.8 0 0 1.5 4+ Axle Trucks 30 0 100 145 0 35 28 63 0 0 0 0 0 61 5 66 0 0 274 % 4+ Axle Trucks 5.3 0 5.3 2.8 4.9 0 3.5 13.3 0 5.2 0 0 0 0 0 0 3.2 0.8 0 2.6 0 0 4.1 I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 58 0 231 289 0 126 45 171 0 0 0 0 0 243 72 315 775 05:15 PM 80 1 242 323 0 148 34 182 0 0 0 0 0 257 57 314 819 05:30 PM 55 0 286 341 0 143 22 165 0 0 0 0 0 253 119 372 878 05:45 PM 70 0 296 366 0 133 10 143 0 0 0 0 0 246 73 319 828 Total Volume 263 1 1055 1319 0 550 111 661 0 0 0 0 0 999 321 1320 3300 % App. Total 19.9 0.1 80 0 83.2 16.8 0 0 0 0 75.7 24.3
PHF .822 .250 .891 .901 .000 .929 .617 .908 .000 .000 .000 .000 .000 .972 .674 .887 .940 Counts Unlimited, Inc.

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

3.1-290
2222
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Southbound On Ramp
Right
1055
Thru
1 Left
263
Out In Total
111 1319 1430
Right
111
Thru
550
Left
0 Out Total In
1262 661 1923
Left
0 Thru
0 Right
0 Out In Total
322 0 322
Left
0 Thru
999
Right
321
Total Out In
1605 1320 2925
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-291
2223
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 04:00 PM 05:00 PM
+0 mins. 58 0 231 289 0 126 45 171 0 0 0 0 0 243 72 315 +15 mins. 80 1 242 323 0 148 34 182 0 0 0 0 0 257 57 314 +30 mins. 55 0 286 341 0 143 22 165 0 0 0 0 0 253 119 372 +45 mins. 70 0 296 366 0 133 10 143 0 0 0 0 0 246 73 319 Total Volume 263 1 1055 1319 0 550 111 661 0 0 0 0 0 999 321 1320 % App. Total 19.9 0.1 80 0 83.2 16.8 0 0 0 0 75.7 24.3
PHF .822 .250 .891 .901 .000 .929 .617 .908 .000 .000 .000 .000 .000 .972 .674 .887 Counts Unlimited, Inc.

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

3.1-292
2224
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 56 0 135 44 191 0 106 20 0 126 0 0 0 0 0 0 221 82 0 303 44 620 664 04:15 PM 73 0 199 62 272 0 74 15 0 89 0 0 0 0 0 0 185 53 0 238 62 599 661 04:30 PM 76 0 172 61 248 0 116 28 0 144 0 0 0 0 0 0 208 86 0 294 61 686 747 04:45 PM 70 0 230 70 300 0 112 18 0 130 0 0 0 0 0 0 237 41 0 278 70 708 778 Total 275 0 736 237 1011 0 408 81 0 489 0 0 0 0 0 0 851 262 0 1113 237 2613 2850 05:00 PM 55 0 213 42 268 0 113 41 0 154 0 0 0 0 0 0 230 71 0 301 42 723 765 05:15 PM 72 1 228 84 301 0 140 30 0 170 0 0 0 0 0 0 238 55 0 293 84 764 848 05:30 PM 52 0 258 68 310 0 139 17 0 156 0 0 0 0 0 0 237 115 0 352 68 818 886 05:45 PM 64 0 281 83 345 0 124 7 0 131 0 0 0 0 0 0 229 73 0 302 83 778 861 Total 243 1 980 277 1224 0 516 95 0 611 0 0 0 0 0 0 934 314 0 1248 277 3083 3360 Grand Total 518 1 1716 514 2235 0 924 176 0 1100 0 0 0 0 0 0 1785 576 0 2361 514 5696 6210 Apprch % 23.2 0 76.8 0 84 16 0 0 0 0 75.6 24.4
Total % 9.1 0 30.1 39.2 0 16.2 3.1 19.3 0 0 0 0 0 31.3 10.1 41.5 8.3 91.7 I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 55 0 213 268 0 113 41 154 0 0 0 0 0 230 71 301 723 05:15 PM 72 1 228 301 0 140 30 170 0 0 0 0 0 238 55 293 764 05:30 PM 52 0 258 310 0 139 17 156 0 0 0 0 0 237 115 352 818 05:45 PM 64 0 281 345 0 124 7 131 0 0 0 0 0 229 73 302 778 Total Volume 243 1 980 1224 0 516 95 611 0 0 0 0 0 934 314 1248 3083 % App. Total 19.9 0.1 80.1 0 84.5 15.5 0 0 0 0 74.8 25.2 PHF .844 .250 .872 .887 .000 .921 .579 .899 .000 .000 .000 .000 .000 .981 .683 .886 .942 Counts Unlimited, Inc.

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

3.1-293
2225
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Southbound On Ramp
Right
980
Thru
1 Left
243
Out In Total
95 1224 1319
Right
95 Thru
516
Left
0 Out Total In
1177 611 1788
Left
0 Thru
0 Right
0 Out In Total
315 0 315
Left
0 Thru
934
Right
314
Total Out In
1496 1248 2744
Peak Hour Begins at 05:00 PM
Passenger Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-294
2226
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 55 0 213 268 0 113 41 154 0 0 0 0 0 230 71 301 +15 mins. 72 1 228 301 0 140 30 170 0 0 0 0 0 238 55 293 +30 mins. 52 0 258 310 0 139 17 156 0 0 0 0 0 237 115 352 +45 mins. 64 0 281 345 0 124 7 131 0 0 0 0 0 229 73 302 Total Volume 243 1 980 1224 0 516 95 611 0 0 0 0 0 934 314 1248 % App. Total 19.9 0.1 80.1 0 84.5 15.5 0 0 0 0 74.8 25.2 PHF .844 .250 .872 .887 .000 .921 .579 .899 .000 .000 .000 .000 .000 .981 .683 .886 Counts Unlimited, Inc.

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

3.1-295
2227
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 0 4 0 4 0 2 1 0 3 0 0 0 0 0 0 3 0 0 3 0 10 10 04:15 PM 2 0 4 1 6 0 4 1 0 5 0 0 0 0 0 0 2 1 0 3 1 14 15 04:30 PM 2 0 4 2 6 0 3 0 0 3 0 0 0 0 0 0 6 2 0 8 2 17 19 04:45 PM 2 0 1 0 3 0 0 0 0 0 0 0 0 0 0 0 4 1 0 5 0 8 8
Total 6 0 13 3 19 0 9 2 0 11 0 0 0 0 0 0 15 4 0 19 3 49 52 05:00 PM 1 0 2 2 3 0 3 3 0 6 0 0 0 0 0 0 1 0 0 1 2 10 12 05:15 PM 2 0 4 1 6 0 3 1 0 4 0 0 0 0 0 0 1 1 0 2 1 12 13 05:30 PM 3 0 5 1 8 0 0 0 0 0 0 0 0 0 0 0 2 3 0 5 1 13 14 05:45 PM 1 0 4 2 5 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 2 13 15 Total 7 0 15 6 22 0 9 4 0 13 0 0 0 0 0 0 9 4 0 13 6 48 54 Grand Total 13 0 28 9 41 0 18 6 0 24 0 0 0 0 0 0 24 8 0 32 9 97 106 Apprch % 31.7 0 68.3 0 75 25 0 0 0 0 75 25
Total % 13.4 0 28.9 42.3 0 18.6 6.2 24.7 0 0 0 0 0 24.7 8.2 33 8.5 91.5 I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 1 0 2 3 0 3 3 6 0 0 0 0 0 1 0 1 10
05:15 PM 2 0 4 6 0 3 1 4 0 0 0 0 0 1 1 2 12
05:30 PM 3 0 5 8 0 0 0 0 0 0 0 0 0 2 3 5 13
05:45 PM 1 0 4 5 0 3 0 3 0 0 0 0 0 5 0 5 13
Total Volume 7 0 15 22 0 9 4 13 0 0 0 0 0 9 4 13 48
% App. Total 31.8 0 68.2 0 69.2 30.8 0 0 0 0 69.2 30.8
PHF .583 .000 .750 .688 .000 .750 .333 .542 .000 .000 .000 .000 .000 .450 .333 .650 .923 Counts Unlimited, Inc.

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

3.1-296
2228
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Southbound On Ramp
Right
15 Thru
0 Left
7 Out In Total
4 22 26
Right
4 Thru
9 Left
0 Out Total In
16 13 29
Left
0 Thru
0 Right
0 Out In Total
4 0 4
Left
0 Thru
9 Right
4 Total Out In
24 13 37
Peak Hour Begins at 05:00 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-297
2229
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 1 0 2 3 0 3 3 6 0 0 0 0 0 1 0 1
+15 mins. 2 0 4 6 0 3 1 4 0 0 0 0 0 1 1 2
+30 mins. 3 0 5 8 0 0 0 0 0 0 0 0 0 2 3 5
+45 mins. 1 0 4 5 0 3 0 3 0 0 0 0 0 5 0 5
Total Volume 7 0 15 22 0 9 4 13 0 0 0 0 0 9 4 13
% App. Total 31.8 0 68.2 0 69.2 30.8 0 0 0 0 69.2 30.8
PHF .583 .000 .750 .688 .000 .750 .333 .542 .000 .000 .000 .000 .000 .450 .333 .650 Counts Unlimited, Inc.

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

3.1-298
2230
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 1 0 4 0 5 0 2 0 0 2 0 0 0 0 0 0 6 0 0 6 0 13 13 04:15 PM 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0 0 5 0 0 5 0 7 7
04:30 PM 1 0 5 1 6 0 3 0 0 3 0 0 0 0 0 0 5 0 0 5 1 14 15 04:45 PM 0 0 8 1 8 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 1 13 14 Total 2 0 17 2 19 0 6 1 0 7 0 0 0 0 0 0 21 0 0 21 2 47 49 05:00 PM 0 0 4 2 4 0 2 0 0 2 0 0 0 0 0 0 3 0 0 3 2 9 11 05:15 PM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8 0 10 10 05:30 PM 0 0 6 0 6 0 3 0 0 3 0 0 0 0 0 0 6 0 0 6 0 15 15 05:45 PM 1 0 3 0 4 0 1 0 0 1 0 0 0 0 0 0 7 0 0 7 0 12 12 Total 3 0 13 2 16 0 6 0 0 6 0 0 0 0 0 0 24 0 0 24 2 46 48 Grand Total 5 0 30 4 35 0 12 1 0 13 0 0 0 0 0 0 45 0 0 45 4 93 97 Apprch % 14.3 0 85.7 0 92.3 7.7 0 0 0 0 100 0
Total % 5.4 0 32.3 37.6 0 12.9 1.1 14 0 0 0 0 0 48.4 0 48.4 4.1 95.9 I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 4 4 0 2 0 2 0 0 0 0 0 3 0 3 9
05:15 PM 2 0 0 2 0 0 0 0 0 0 0 0 0 8 0 8 10
05:30 PM 0 0 6 6 0 3 0 3 0 0 0 0 0 6 0 6 15
05:45 PM 1 0 3 4 0 1 0 1 0 0 0 0 0 7 0 7 12
Total Volume 3 0 13 16 0 6 0 6 0 0 0 0 0 24 0 24 46
% App. Total 18.8 0 81.2 0 100 0 0 0 0 0 100 0
PHF .375 .000 .542 .667 .000 .500 .000 .500 .000 .000 .000 .000 .000 .750 .000 .750 .767 Counts Unlimited, Inc.

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

3.1-299
2231
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Southbound On Ramp
Right
13 Thru
0 Left
3 Out In Total
0 16 16
Right
0 Thru
6 Left
0 Out Total In
27 6 33
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
0 Thru
24 Right
0 Total Out In
19 24 43
Peak Hour Begins at 05:00 PM
3 Axle Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-300
2232
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 0 0 4 4 0 2 0 2 0 0 0 0 0 3 0 3
+15 mins. 2 0 0 2 0 0 0 0 0 0 0 0 0 8 0 8
+30 mins. 0 0 6 6 0 3 0 3 0 0 0 0 0 6 0 6
+45 mins. 1 0 3 4 0 1 0 1 0 0 0 0 0 7 0 7
Total Volume 3 0 13 16 0 6 0 6 0 0 0 0 0 24 0 24
% App. Total 18.8 0 81.2 0 100 0 0 0 0 0 100 0
PHF .375 .000 .542 .667 .000 .500 .000 .500 .000 .000 .000 .000 .000 .750 .000 .750 Counts Unlimited, Inc.

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

3.1-301
2233
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 5 0 16 2 21 0 3 5 0 8 0 0 0 0 0 0 8 1 0 9 2 38 40 04:15 PM 5 0 9 1 14 0 4 6 0 10 0 0 0 0 0 0 10 0 0 10 1 34 35 04:30 PM 5 0 10 0 15 0 3 4 0 7 0 0 0 0 0 0 8 0 0 8 0 30 30 04:45 PM 5 0 18 4 23 0 6 1 0 7 0 0 0 0 0 0 3 1 0 4 4 34 38 Total 20 0 53 7 73 0 16 16 0 32 0 0 0 0 0 0 29 2 0 31 7 136 143 05:00 PM 2 0 12 3 14 0 8 1 0 9 0 0 0 0 0 0 9 1 0 10 3 33 36 05:15 PM 4 0 10 1 14 0 5 3 0 8 0 0 0 0 0 0 10 1 0 11 1 33 34 05:30 PM 0 0 17 3 17 0 1 5 0 6 0 0 0 0 0 0 8 1 0 9 3 32 35 05:45 PM 4 0 8 1 12 0 5 3 0 8 0 0 0 0 0 0 5 0 0 5 1 25 26 Total 10 0 47 8 57 0 19 12 0 31 0 0 0 0 0 0 32 3 0 35 8 123 131 Grand Total 30 0 100 15 130 0 35 28 0 63 0 0 0 0 0 0 61 5 0 66 15 259 274 Apprch % 23.1 0 76.9 0 55.6 44.4 0 0 0 0 92.4 7.6
Total % 11.6 0 38.6 50.2 0 13.5 10.8 24.3 0 0 0 0 0 23.6 1.9 25.5 5.5 94.5 I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 2 0 12 14 0 8 1 9 0 0 0 0 0 9 1 10 33
05:15 PM 4 0 10 14 0 5 3 8 0 0 0 0 0 10 1 11 33
05:30 PM 0 0 17 17 0 1 5 6 0 0 0 0 0 8 1 9 32
05:45 PM 4 0 8 12 0 5 3 8 0 0 0 0 0 5 0 5 25
Total Volume 10 0 47 57 0 19 12 31 0 0 0 0 0 32 3 35 123 % App. Total 17.5 0 82.5 0 61.3 38.7 0 0 0 0 91.4 8.6
PHF .625 .000 .691 .838 .000 .594 .600 .861 .000 .000 .000 .000 .000 .800 .750 .795 .932 Counts Unlimited, Inc.

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

3.1-302
2234
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Southbound On Ramp
Right
47 Thru
0 Left
10 Out In Total
12 57 69
Right
12 Thru
19 Left
0 Out Total In
42 31 73
Left
0 Thru
0 Right
0 Out In Total
3 0 3
Left
0 Thru
32 Right
3 Total Out In
66 35 101
Peak Hour Begins at 05:00 PM
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-303
2235
File Name : 06_ONT_15S_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: I-15 Southbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
I-15 Southbound Ramps
Southbound
Cantu-Galleano Ranch Road
Westbound
I-15 Southbound On Ramp
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 05:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 2 0 12 14 0 8 1 9 0 0 0 0 0 9 1 10
+15 mins. 4 0 10 14 0 5 3 8 0 0 0 0 0 10 1 11
+30 mins. 0 0 17 17 0 1 5 6 0 0 0 0 0 8 1 9
+45 mins. 4 0 8 12 0 5 3 8 0 0 0 0 0 5 0 5
Total Volume 10 0 47 57 0 19 12 31 0 0 0 0 0 32 3 35
% App. Total 17.5 0 82.5 0 61.3 38.7 0 0 0 0 91.4 8.6
PHF .625 .000 .691 .838 .000 .594 .600 .861 .000 .000 .000 .000 .000 .800 .750 .795 Counts Unlimited, Inc.

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

3.1-304
2236
Location: Date: 5/10/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
I‐15 SB Ramps Cantu‐Galleano Ranch Rd I‐15 SB Ramps Cantu‐Galleano Ranch Rd Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0 0 0 00
North Leg East Leg South Leg West Leg
I‐15 SB Ramps Cantu‐Galleano Ranch Rd I‐15 SB Ramps Cantu‐Galleano Ranch Rd Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Ontario
I‐15 SB Ramps
Cantu‐Galleano Ranch Rd

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268 3.1-305
2237
Location: Date: 5/10/2022
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000010 1
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000020 2
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000010 1
000010000000 1
000000000000 0
000000000000 0
000010000010 2
Cantu‐Galleano Ranch Rd
TOTAL VOLUMES:

I‐15 SB Ramps Cantu‐Galleano Ranch Rd I‐15 SB Ramps Cantu‐Galleano Ranch Rd Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
I‐15 SB Ramps Cantu‐Galleano Ranch Rd I‐15 SB Ramps
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Cantu‐Galleano Ranch Rd
I‐15 SB Ramps
Ontario

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

PO Box 1178
Corona, CA 92878
951‐268‐6268 3.1-306
2238
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 43 81 0 124 121 54 27 175 69 144 69 213 96 512 608 07:15 AM 42 81 0 123 119 64 31 183 72 156 93 228 124 534 658 07:30 AM 46 63 0 109 88 93 54 181 91 157 70 248 124 538 662 07:45 AM 31 86 0 117 82 107 43 189 122 107 55 229 98 535 633 Total 162 311 0 473 410 318 155 728 354 564 287 918 442 2119 2561 08:00 AM 37 63 0 100 81 100 54 181 112 99 25 211 79 492 571 08:15 AM 32 79 0 111 77 85 44 162 105 101 35 206 79 479 558 08:30 AM 39 62 0 101 65 61 31 126 78 105 32 183 63 410 473 08:45 AM 35 66 0 101 54 30 21 84 80 93 31 173 52 358 410 Total 143 270 0 413 277 276 150 553 375 398 123 773 273 1739 2012 Grand Total 305 581 0 886 687 594 305 1281 729 962 410 1691 715 3858 4573 Apprch % 34.4 65.6 53.6 46.4 43.1 56.9
Total % 7.9 15.1 23 17.8 15.4 33.2 18.9 24.9 43.8 15.6 84.4 Passenger Vehicles 262 467 729 619 512 1412 650 822 1836 0 0 3977 % Passenger Vehicles 85.9 80.4 0 82.3 90.1 86.2 92.1 89 89.2 85.4 88.8 87.4 0 0 87 Large 2 Axle Vehicles 12 25 37 22 14 43 23 34 70 0 0 150 % Large 2 Axle Vehicles 3.9 4.3 0 4.2 3.2 2.4 2.3 2.7 3.2 3.5 3.2 3.3 0 0 3.3 3 Axle Vehicles 2 14 16 11 8 19 16 34 57 0 0 92
% 3 Axle Vehicles 0.7 2.4 0 1.8 1.6 1.3 0 1.2 2.2 3.5 1.7 2.7 0 0 2 4+ Axle Trucks 29 75 104 35 60 112 40 72 138 0 0 354
% 4+ Axle Trucks 9.5 12.9 0 11.7 5.1 10.1 5.6 7.1 5.5 7.5 6.3 6.6 0 0 7.7 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 43 81 124 121 54 175 69 144 213 512
07:15 AM 42 81 123 119 64 183 72 156 228 534
07:30 AM 46 63 109 88 93 181 91 157 248 538
07:45 AM 31 86 117 82 107 189 122 107 229 535
Total Volume 162 311 473 410 318 728 354 564 918 2119
% App. Total 34.2 65.8 56.3 43.7 38.6 61.4
PHF .880 .904 .954 .847 .743 .963 .725 .898 .925 .985
Counts Unlimited, Inc.

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

3.1-307
2239
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
311
Left
162
Out Total In
672 473 1145
Left
410
Right
318
Out In Total
726 728 1454
Thru
354
Right
564
Total Out In
721 918 1639
Peak Hour Begins at 07:00 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:15 AM 07:00 AM
+0 mins. 43 81 124 119 64 183 69 144 213
+15 mins. 42 81 123 88 93 181 72 156 228
+30 mins. 46 63 109 82 107 189 91 157 248
+45 mins. 31 86 117 81 100 181 122 107 229
Total Volume 162 311 473 370 364 734 354 564 918
% App. Total 34.2 65.8 50.4 49.6 38.6 61.4
PHF .880 .904 .954 .777 .850 .971 .725 .898 .925
Counts Unlimited, Inc.

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

3.1-308
2240
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 38 68 0 106 113 45 23 158 62 123 66 185 89 449 538 07:15 AM 38 67 0 105 114 55 29 169 59 134 84 193 113 467 580 07:30 AM 39 45 0 84 80 84 52 164 81 133 62 214 114 462 576 07:45 AM 27 70 0 97 74 97 42 171 116 89 46 205 88 473 561 Total 142 250 0 392 381 281 146 662 318 479 258 797 404 1851 2255 08:00 AM 29 48 0 77 71 96 52 167 107 89 23 196 75 440 515 08:15 AM 29 65 0 94 68 67 38 135 89 84 29 173 67 402 469 08:30 AM 31 51 0 82 52 44 27 96 61 91 29 152 56 330 386 08:45 AM 31 53 0 84 47 24 18 71 75 79 25 154 43 309 352 Total 120 217 0 337 238 231 135 469 332 343 106 675 241 1481 1722 Grand Total 262 467 0 729 619 512 281 1131 650 822 364 1472 645 3332 3977 Apprch % 35.9 64.1 54.7 45.3 44.2 55.8
Total % 7.9 14 21.9 18.6 15.4 33.9 19.5 24.7 44.2 16.2 83.8 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 38 68 106 113 45 158 62 123 185 449
07:15 AM 38 67 105 114 55 169 59 134 193 467
07:30 AM 39 45 84 80 84 164 81 133 214 462
07:45 AM 27 70 97 74 97 171 116 89 205 473
Total Volume 142 250 392 381 281 662 318 479 797 1851
% App. Total 36.2 63.8 57.6 42.4 39.9 60.1
PHF .910 .893 .925 .836 .724 .968 .685 .894 .931 .978
Counts Unlimited, Inc.

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

3.1-309
2241
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
250
Left
142
Out Total In
599 392 991
Left
381
Right
281
Out In Total
621 662 1283
Thru
318
Right
479
Total Out In
631 797 1428
Peak Hour Begins at 07:00 AM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM
+0 mins. 38 68 106 113 45 158 62 123 185
+15 mins. 38 67 105 114 55 169 59 134 193
+30 mins. 39 45 84 80 84 164 81 133 214
+45 mins. 27 70 97 74 97 171 116 89 205
Total Volume 142 250 392 381 281 662 318 479 797
% App. Total 36.2 63.8 57.6 42.4 39.9 60.1
PHF .910 .893 .925 .836 .724 .968 .685 .894 .931
Counts Unlimited, Inc.

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

3.1-310
2242
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 3 4 0 7 4 3 2 7 2 6 3 8 5 22 27
07:15 AM 0 5 0 5 2 1 0 3 6 6 2 12 2 20 22
07:30 AM 2 7 0 9 3 3 0 6 2 5 1 7 1 22 23
07:45 AM 0 2 0 2 4 1 1 5 2 4 3 6 4 13 17
Total 5 18 0 23 13 8 3 21 12 21 9 33 12 77 89
08:00 AM 2 2 0 4 3 0 0 3 3 1 0 4 0 11 11
08:15 AM 1 3 0 4 1 5 4 6 1 2 2 3 6 13 19
08:30 AM 2 0 0 2 4 1 0 5 7 4 0 11 0 18 18
08:45 AM 2 2 0 4 1 0 0 1 0 6 2 6 2 11 13
Total 7 7 0 14 9 6 4 15 11 13 4 24 8 53 61
Grand Total 12 25 0 37 22 14 7 36 23 34 13 57 20 130 150 Apprch % 32.4 67.6 61.1 38.9 40.4 59.6
Total % 9.2 19.2 28.5 16.9 10.8 27.7 17.7 26.2 43.8 13.3 86.7 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 3 4 7 4 3 7 2 6 8 22
07:15 AM 0 5 5 2 1 3 6 6 12 20
07:30 AM 2 7 9 3 3 6 2 5 7 22
07:45 AM 0 2 2 4 1 5 2 4 6 13
Total Volume 5 18 23 13 8 21 12 21 33 77
% App. Total 21.7 78.3 61.9 38.1 36.4 63.6
PHF .417 .643 .639 .813 .667 .750 .500 .875 .688 .875
Counts Unlimited, Inc.

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

3.1-311
2243
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
18 Left
5 Out Total In
20 23 43
Left
13 Right
8 Out In Total
26 21 47
Thru
12 Right
21 Total Out In
31 33 64
Peak Hour Begins at 07:00 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM
+0 mins. 3 4 7 4 3 7 2 6 8
+15 mins. 0 5 5 2 1 3 6 6 12
+30 mins. 2 7 9 3 3 6 2 5 7
+45 mins. 0 2 2 4 1 5 2 4 6
Total Volume 5 18 23 13 8 21 12 21 33
% App. Total 21.7 78.3 61.9 38.1 36.4 63.6
PHF .417 .643 .639 .813 .667 .750 .500 .875 .688
Counts Unlimited, Inc.

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

3.1-312
2244
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 1 0 1 0 1 0 1 2 6 0 8 0 10 10
07:15 AM 0 0 0 0 0 0 0 0 2 6 1 8 1 8 9
07:30 AM 1 1 0 2 1 0 0 1 4 6 2 10 2 13 15
07:45 AM 0 5 0 5 2 2 0 4 1 6 2 7 2 16 18
Total 1 7 0 8 3 3 0 6 9 24 5 33 5 47 52
08:00 AM 1 1 0 2 3 0 0 3 0 2 1 2 1 7 8
08:15 AM 0 3 0 3 1 1 0 2 2 3 0 5 0 10 10
08:30 AM 0 3 0 3 2 4 0 6 5 3 1 8 1 17 18
08:45 AM 0 0 0 0 2 0 0 2 0 2 0 2 0 4 4
Total 1 7 0 8 8 5 0 13 7 10 2 17 2 38 40
Grand Total 2 14 0 16 11 8 0 19 16 34 7 50 7 85 92
Apprch % 12.5 87.5 57.9 42.1 32 68
Total % 2.4 16.5 18.8 12.9 9.4 22.4 18.8 40 58.8 7.6 92.4 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 0 1 1 0 1 1 2 6 8 10
07:15 AM 0 0 0 0 0 0 2 6 8 8
07:30 AM 1 1 2 1 0 1 4 6 10 13
07:45 AM 0 5 5 2 2 4 1 6 7 16
Total Volume 1 7 8 3 3 6 9 24 33 47
% App. Total 12.5 87.5 50 50 27.3 72.7
PHF .250 .350 .400 .375 .375 .375 .563 1.00 .825 .734
Counts Unlimited, Inc.

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

3.1-313
2245
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
7 Left
1 Out Total In
12 8 20
Left
3 Right
3 Out In Total
25 6 31
Thru
9 Right
24 Total Out In
10 33 43
Peak Hour Begins at 07:00 AM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM
+0 mins. 0 1 1 0 1 1 2 6 8
+15 mins. 0 0 0 0 0 0 2 6 8
+30 mins. 1 1 2 1 0 1 4 6 10
+45 mins. 0 5 5 2 2 4 1 6 7
Total Volume 1 7 8 3 3 6 9 24 33
% App. Total 12.5 87.5 50 50 27.3 72.7
PHF .250 .350 .400 .375 .375 .375 .563 1.000 .825
Counts Unlimited, Inc.

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

3.1-314
2246
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 2 8 0 10 4 5 2 9 3 9 0 12 2 31 33
07:15 AM 4 9 0 13 3 8 2 11 5 10 6 15 8 39 47
07:30 AM 4 10 0 14 4 6 2 10 4 13 5 17 7 41 48
07:45 AM 4 9 0 13 2 7 0 9 3 8 4 11 4 33 37
Total 14 36 0 50 13 26 6 39 15 40 15 55 21 144 165
08:00 AM 5 12 0 17 4 4 2 8 2 7 1 9 3 34 37
08:15 AM 2 8 0 10 7 12 2 19 13 12 4 25 6 54 60
08:30 AM 6 8 0 14 7 12 4 19 5 7 2 12 6 45 51
08:45 AM 2 11 0 13 4 6 3 10 5 6 4 11 7 34 41
Total 15 39 0 54 22 34 11 56 25 32 11 57 22 167 189
Grand Total 29 75 0 104 35 60 17 95 40 72 26 112 43 311 354 Apprch % 27.9 72.1 36.8 63.2 35.7 64.3
Total % 9.3 24.1 33.4 11.3 19.3 30.5 12.9 23.2 36 12.1 87.9 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM 2 8 10 4 5 9 3 9 12 31
07:15 AM 4 9 13 3 8 11 5 10 15 39
07:30 AM 4 10 14 4 6 10 4 13 17 41
07:45 AM 4 9 13 2 7 9 3 8 11 33
Total Volume 14 36 50 13 26 39 15 40 55 144
% App. Total 28 72 33.3 66.7 27.3 72.7
PHF .875 .900 .893 .813 .813 .886 .750 .769 .809 .878
Counts Unlimited, Inc.

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

3.1-315
2247
File Name : 07_ONT_15N_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
36 Left
14 Out Total In
41 50 91
Left
13 Right
26 Out In Total
54 39 93
Thru
15 Right
40 Total Out In
49 55 104
Peak Hour Begins at 07:00 AM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 07:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 07:00 AM
+0 mins. 2 8 10 4 5 9 3 9 12
+15 mins. 4 9 13 3 8 11 5 10 15
+30 mins. 4 10 14 4 6 10 4 13 17
+45 mins. 4 9 13 2 7 9 3 8 11
Total Volume 14 36 50 13 26 39 15 40 55
% App. Total 28 72 33.3 66.7 27.3 72.7
PHF .875 .900 .893 .813 .813 .886 .750 .769 .809
Counts Unlimited, Inc.

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

3.1-316
2248
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 55 82 0 137 75 41 22 116 143 163 68 306 90 559 649 04:15 PM 33 56 0 89 51 49 21 100 173 120 34 293 55 482 537 04:30 PM 44 89 0 133 64 35 15 99 159 163 64 322 79 554 633 04:45 PM 58 72 0 130 69 33 13 102 165 170 50 335 63 567 630 Total 190 299 0 489 259 158 71 417 640 616 216 1256 287 2162 2449 05:00 PM 49 94 0 143 71 22 12 93 144 162 61 306 73 542 615 05:15 PM 39 75 0 114 102 30 13 132 180 160 83 340 96 586 682 05:30 PM 51 63 0 114 89 18 11 107 155 164 76 319 87 540 627 05:45 PM 32 52 0 84 102 35 17 137 162 165 36 327 53 548 601 Total 171 284 0 455 364 105 53 469 641 651 256 1292 309 2216 2525 Grand Total 361 583 0 944 623 263 124 886 1281 1267 472 2548 596 4378 4974 Apprch % 38.2 61.8 70.3 29.7 50.3 49.7
Total % 8.2 13.3 21.6 14.2 6 20.2 29.3 28.9 58.2 12 88
Passenger Vehicles 329 509 838 584 209 900 1204 1154 2795 0 0 4533 % Passenger Vehicles 91.1 87.3 0 88.8 93.7 79.5 86.3 89.1 94 91.1 92.6 92.5 0 0 91.1 Large 2 Axle Vehicles 7 15 22 16 10 29 24 23 53 0 0 104 % Large 2 Axle Vehicles 1.9 2.6 0 2.3 2.6 3.8 2.4 2.9 1.9 1.8 1.3 1.8 0 0 2.1 3 Axle Vehicles 3 9 12 4 7 15 12 38 62 0 0 89
% 3 Axle Vehicles 0.8 1.5 0 1.3 0.6 2.7 3.2 1.5 0.9 3 2.5 2.1 0 0 1.8 4+ Axle Trucks 22 50 72 19 37 66 41 52 110 0 0 248
% 4+ Axle Trucks 6.1 8.6 0 7.6 3 14.1 8.1 6.5 3.2 4.1 3.6 3.6 0 0 5 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 44 89 133 64 35 99 159 163 322 554
04:45 PM 58 72 130 69 33 102 165 170 335 567
05:00 PM 49 94 143 71 22 93 144 162 306 542
05:15 PM 39 75 114 102 30 132 180 160 340 586
Total Volume 190 330 520 306 120 426 648 655 1303 2249
% App. Total 36.5 63.5 71.8 28.2 49.7 50.3
PHF .819 .878 .909 .750 .857 .807 .900 .963 .958 .959
Counts Unlimited, Inc.

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

3.1-317
2249
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
330
Left
190
Out Total In
768 520 1288
Left
306
Right
120
Out In Total
845 426 1271
Thru
648
Right
655
Total Out In
636 1303 1939
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 05:00 PM 04:30 PM
+0 mins. 44 89 133 71 22 93 159 163 322
+15 mins. 58 72 130 102 30 132 165 170 335
+30 mins. 49 94 143 89 18 107 144 162 306
+45 mins. 39 75 114 102 35 137 180 160 340
Total Volume 190 330 520 364 105 469 648 655 1303
% App. Total 36.5 63.5 77.6 22.4 49.7 50.3
PHF .819 .878 .909 .892 .750 .856 .900 .963 .958
Counts Unlimited, Inc.

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

3.1-318
2250
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 51 68 0 119 68 33 18 101 134 147 65 281 83 501 584 04:15 PM 30 43 0 73 46 34 17 80 161 103 29 264 46 417 463 04:30 PM 35 78 0 113 60 27 13 87 140 152 63 292 76 492 568 04:45 PM 55 67 0 122 65 25 11 90 155 159 47 314 58 526 584 Total 171 256 0 427 239 119 59 358 590 561 204 1151 263 1936 2199 05:00 PM 44 86 0 130 61 18 10 79 138 151 60 289 70 498 568 05:15 PM 37 67 0 104 98 29 12 127 171 147 76 318 88 549 637 05:30 PM 47 55 0 102 88 16 10 104 152 144 64 296 74 502 576 05:45 PM 30 45 0 75 98 27 16 125 153 151 33 304 49 504 553 Total 158 253 0 411 345 90 48 435 614 593 233 1207 281 2053 2334 Grand Total 329 509 0 838 584 209 107 793 1204 1154 437 2358 544 3989 4533 Apprch % 39.3 60.7 73.6 26.4 51.1 48.9
Total % 8.2 12.8 21 14.6 5.2 19.9 30.2 28.9 59.1 12 88
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 35 78 113 60 27 87 140 152 292 492
04:45 PM 55 67 122 65 25 90 155 159 314 526
05:00 PM 44 86 130 61 18 79 138 151 289 498
05:15 PM 37 67 104 98 29 127 171 147 318 549
Total Volume 171 298 469 284 99 383 604 609 1213 2065
% App. Total 36.5 63.5 74.2 25.8 49.8 50.2
PHF .777 .866 .902 .724 .853 .754 .883 .958 .954 .940
Counts Unlimited, Inc.

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

3.1-319
2251
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
298
Left
171
Out Total In
703 469 1172
Left
284
Right
99 Out In Total
780 383 1163
Thru
604
Right
609
Total Out In
582 1213 1795
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM
+0 mins. 35 78 113 60 27 87 140 152 292
+15 mins. 55 67 122 65 25 90 155 159 314
+30 mins. 44 86 130 61 18 79 138 151 289
+45 mins. 37 67 104 98 29 127 171 147 318
Total Volume 171 298 469 284 99 383 604 609 1213
% App. Total 36.5 63.5 74.2 25.8 49.8 50.2
PHF .777 .866 .902 .724 .853 .754 .883 .958 .954
Counts Unlimited, Inc.

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

3.1-320
2252
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 1 5 0 6 4 2 1 6 2 1 0 3 1 15 16
04:15 PM 0 2 0 2 3 4 2 7 5 4 1 9 3 18 21
04:30 PM 3 1 0 4 2 3 0 5 8 4 1 12 1 21 22
04:45 PM 0 1 0 1 0 0 0 0 3 5 1 8 1 9 10
Total 4 9 0 13 9 9 3 18 18 14 3 32 6 63 69
05:00 PM 1 3 0 4 4 0 0 4 1 1 0 2 0 10 10
05:15 PM 1 2 0 3 2 0 0 2 1 1 1 2 1 7 8
05:30 PM 1 0 0 1 0 0 0 0 2 3 1 5 1 6 7
05:45 PM 0 1 0 1 1 1 0 2 2 4 1 6 1 9 10
Total 3 6 0 9 7 1 0 8 6 9 3 15 3 32 35
Grand Total 7 15 0 22 16 10 3 26 24 23 6 47 9 95 104
Apprch % 31.8 68.2 61.5 38.5 51.1 48.9
Total % 7.4 15.8 23.2 16.8 10.5 27.4 25.3 24.2 49.5 8.7 91.3 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 3 1 4 2 3 5 8 4 12 21
04:45 PM 0 1 1 0 0 0 3 5 8 9
05:00 PM 1 3 4 4 0 4 1 1 2 10
05:15 PM 1 2 3 2 0 2 1 1 2 7
Total Volume 5 7 12 8 3 11 13 11 24 47
% App. Total 41.7 58.3 72.7 27.3 54.2 45.8
PHF .417 .583 .750 .500 .250 .550 .406 .550 .500 .560
Counts Unlimited, Inc.

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

3.1-321
2253
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
7 Left
5 Out Total In
16 12 28
Left
8 Right
3 Out In Total
16 11 27
Thru
13 Right
11 Total Out In
15 24 39
Peak Hour Begins at 04:30 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM
+0 mins. 3 1 4 2 3 5 8 4 12
+15 mins. 0 1 1 0 0 0 3 5 8
+30 mins. 1 3 4 4 0 4 1 1 2
+45 mins. 1 2 3 2 0 2 1 1 2
Total Volume 5 7 12 8 3 11 13 11 24
% App. Total 41.7 58.3 72.7 27.3 54.2 45.8
PHF .417 .583 .750 .500 .250 .550 .406 .550 .500
Counts Unlimited, Inc.

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

3.1-322
2254
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 1 0 0 1 1 1 0 2 0 6 1 6 1 9 10
04:15 PM 0 2 0 2 0 1 1 1 1 4 2 5 3 8 11
04:30 PM 0 3 0 3 1 1 1 2 3 4 0 7 1 12 13
04:45 PM 1 0 0 1 0 2 1 2 2 3 1 5 2 8 10
Total 2 5 0 7 2 5 3 7 6 17 4 23 7 37 44
05:00 PM 1 0 0 1 2 0 0 2 1 3 0 4 0 7 7
05:15 PM 0 0 0 0 0 1 1 1 3 3 1 6 2 7 9
05:30 PM 0 3 0 3 0 0 0 0 0 9 6 9 6 12 18
05:45 PM 0 1 0 1 0 1 0 1 2 6 1 8 1 10 11
Total 1 4 0 5 2 2 1 4 6 21 8 27 9 36 45
Grand Total 3 9 0 12 4 7 4 11 12 38 12 50 16 73 89
Apprch % 25 75 36.4 63.6 24 76
Total % 4.1 12.3 16.4 5.5 9.6 15.1 16.4 52.1 68.5 18 82 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 3 3 1 1 2 3 4 7 12
04:45 PM 1 0 1 0 2 2 2 3 5 8
05:00 PM 1 0 1 2 0 2 1 3 4 7
05:15 PM 0 0 0 0 1 1 3 3 6 7
Total Volume 2 3 5 3 4 7 9 13 22 34
% App. Total 40 60 42.9 57.1 40.9 59.1
PHF .500 .250 .417 .375 .500 .875 .750 .813 .786 .708
Counts Unlimited, Inc.

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

3.1-323
2255
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
3 Left
2 Out Total In
13 5 18
Left
3 Right
4 Out In Total
15 7 22
Thru
9 Right
13 Total Out In
6 22 28
Peak Hour Begins at 04:30 PM
3 Axle Vehicles
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 3 3 1 1 2 3 4 7
+15 mins. 1 0 1 0 2 2 2 3 5
+30 mins. 1 0 1 2 0 2 1 3 4
+45 mins. 0 0 0 0 1 1 3 3 6
Total Volume 2 3 5 3 4 7 9 13 22
% App. Total 40 60 42.9 57.1 40.9 59.1
PHF .500 .250 .417 .375 .500 .875 .750 .813 .786
Counts Unlimited, Inc.

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

3.1-324
2256
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru RTOR App. Total Left Right RTOR App. Total Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 2 9 0 11 2 5 3 7 7 9 2 16 5 34 39
04:15 PM 3 9 0 12 2 10 1 12 6 9 2 15 3 39 42
04:30 PM 6 7 0 13 1 4 1 5 8 3 0 11 1 29 30
04:45 PM 2 4 0 6 4 6 1 10 5 3 1 8 2 24 26
Total 13 29 0 42 9 25 6 34 26 24 5 50 11 126 137
05:00 PM 3 5 0 8 4 4 2 8 4 7 1 11 3 27 30
05:15 PM 1 6 0 7 2 0 0 2 5 9 5 14 5 23 28
05:30 PM 3 5 0 8 1 2 1 3 1 8 5 9 6 20 26
05:45 PM 2 5 0 7 3 6 1 9 5 4 1 9 2 25 27
Total 9 21 0 30 10 12 4 22 15 28 12 43 16 95 111
Grand Total 22 50 0 72 19 37 10 56 41 52 17 93 27 221 248 Apprch % 30.6 69.4 33.9 66.1 44.1 55.9
Total % 10 22.6 32.6 8.6 16.7 25.3 18.6 23.5 42.1 10.9 89.1 Cantu-Galleano Ranch Road
Westbound
I-15 Northbound Ramps
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 6 7 13 1 4 5 8 3 11 29
04:45 PM 2 4 6 4 6 10 5 3 8 24
05:00 PM 3 5 8 4 4 8 4 7 11 27
05:15 PM 1 6 7 2 0 2 5 9 14 23
Total Volume 12 22 34 11 14 25 22 22 44 103
% App. Total 35.3 64.7 44 56 50 50
PHF .500 .786 .654 .688 .583 .625 .688 .611 .786 .888
Counts Unlimited, Inc.

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

3.1-325
2257
File Name : 07_ONT_15N_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: I-15 Northbound Ramps
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
I-15 Northbound Ramps
Thru
22 Left
12 Out Total In
36 34 70
Left
11 Right
14 Out In Total
34 25 59
Thru
22 Right
22 Total Out In
33 44 77
Peak Hour Begins at 04:30 PM
4+ Axle Trucks
Peak Hour Data
North
Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM
+0 mins. 6 7 13 1 4 5 8 3 11
+15 mins. 2 4 6 4 6 10 5 3 8
+30 mins. 3 5 8 4 4 8 4 7 11
+45 mins. 1 6 7 2 0 2 5 9 14
Total Volume 12 22 34 11 14 25 22 22 44
% App. Total 35.3 64.7 44 56 50 50
PHF .500 .786 .654 .688 .583 .625 .688 .611 .786
Counts Unlimited, Inc.

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

3.1-326
2258
Location: Date: 5/10/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
I‐15 NB Ramps Cantu‐Galleano Ranch Rd I‐15 NB Ramps Cantu‐Galleano Ranch Rd Pedestrians Pedestrians Pedestrians Pedestrians
0010 1
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0010 1
0 0 2 02
North Leg East Leg South Leg West Leg
I‐15 NB Ramps Cantu‐Galleano Ranch Rd I‐15 NB Ramps Cantu‐Galleano Ranch Rd Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Ontario
I‐15 NB Ramps
Cantu‐Galleano Ranch Rd

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268 3.1-327
2259
Location: Date: 5/10/2022
N/S: Day: Tuesday
E/W:

I‐15 NB Ramps Cantu‐Galleano Ranch Rd I‐15 NB Ramps Cantu‐Galleano Ranch Rd Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
I‐15 NB Ramps Cantu‐Galleano Ranch Rd I‐15 NB Ramps
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Cantu‐Galleano Ranch Rd
I‐15 NB Ramps
Ontario

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

PO Box 1178
Corona, CA 92878
951‐268‐6268 3.1-328
2260
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 1 4 8 8 13 4 54 15 3 73 53 55 7 2 115 38 48 23 10 109 23 310 333 07:15 AM 1 16 15 7 32 5 53 18 7 76 44 53 4 2 101 62 38 37 22 137 38 346 384 07:30 AM 5 11 8 3 24 5 45 11 7 61 60 67 4 2 131 74 41 47 9 162 21 378 399 07:45 AM 4 14 12 5 30 6 41 9 4 56 59 88 3 0 150 92 54 80 44 226 53 462 515 Total 11 45 43 23 99 20 193 53 21 266 216 263 18 6 497 266 181 187 85 634 135 1496 1631 08:00 AM 3 16 14 9 33 5 29 7 5 41 46 69 6 4 121 80 64 56 23 200 41 395 436 08:15 AM 3 11 14 8 28 3 40 11 2 54 54 50 3 3 107 62 67 49 25 178 38 367 405 08:30 AM 2 7 12 4 21 3 44 4 2 51 48 42 6 2 96 50 40 40 15 130 23 298 321 08:45 AM 0 7 12 2 19 2 39 6 3 47 37 22 3 0 62 24 33 45 17 102 22 230 252 Total 8 41 52 23 101 13 152 28 12 193 185 183 18 9 386 216 204 190 80 610 124 1290 1414 Grand Total 19 86 95 46 200 33 345 81 33 459 401 446 36 15 883 482 385 377 165 1244 259 2786 3045 Apprch % 9.5 43 47.5 7.2 75.2 17.6 45.4 50.5 4.1 38.7 30.9 30.3 Total % 0.7 3.1 3.4 7.2 1.2 12.4 2.9 16.5 14.4 16 1.3 31.7 17.3 13.8 13.5 44.7 8.5 91.5 Passenger Vehicles 16 79 29 142 27 300 72 431 378 436 31 859 419 337 348 1264 0 0 2696 % Passenger Vehicles 84.2 91.9 30.5 39.1 57.7 81.8 87 88.9 97 87.6 94.3 97.8 86.1 93.3 95.7 86.9 87.5 92.3 97 89.7 0 0 88.5 Large 2 Axle Vehicles 1 6 7 18 0 14 1 15 2 4 1 7 12 10 10 34 0 0 74 % Large 2 Axle Vehicles 5.3 7 7.4 8.7 7.3 0 4.1 1.2 0 3 0.5 0.9 2.8 0 0.8 2.5 2.6 2.7 1.2 2.4 0 0 2.4 3 Axle Vehicles 0 0 7 9 0 3 1 4 4 1 1 6 8 10 3 21 0 0 40 % 3 Axle Vehicles 0 0 7.4 4.3 3.7 0 0.9 1.2 0 0.8 1 0.2 2.8 0 0.7 1.7 2.6 0.8 0 1.5 0 0 1.3 4+ Axle Trucks 2 1 52 77 6 28 7 42 17 5 3 26 43 28 16 90 0 0 235 % 4+ Axle Trucks 10.5 1.2 54.7 47.8 31.3 18.2 8.1 8.6 3 8.5 4.2 1.1 8.3 6.7 2.9 8.9 7.3 4.2 1.8 6.4 0 0 7.7 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 5 11 8 24 5 45 11 61 60 67 4 131 74 41 47 162 378 07:45 AM 4 14 12 30 6 41 9 56 59 88 3 150 92 54 80 226 462 08:00 AM 3 16 14 33 5 29 7 41 46 69 6 121 80 64 56 200 395 08:15 AM 3 11 14 28 3 40 11 54 54 50 3 107 62 67 49 178 367 Total Volume 15 52 48 115 19 155 38 212 219 274 16 509 308 226 232 766 1602 % App. Total 13 45.2 41.7 9 73.1 17.9 43 53.8 3.1 40.2 29.5 30.3 PHF .750 .813 .857 .871 .792 .861 .864 .869 .913 .778 .667 .848 .837 .843 .725 .847 .867 Counts Unlimited, Inc.

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

3.1-329
2261
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
48 Thru
52 Left
15 Out In Total
620 115 735
Right
38 Thru
155
Left
19 Out Total In
257 212 469
Left
219
Thru
274
Right
16 Out In Total
303 509 812
Left
308
Thru
226
Right
232
Total Out In
422 766 1188
Peak Hour Begins at 07:30 AM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-330
2262
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:00 AM 07:30 AM 07:30 AM
+0 mins. 1 16 15 32 4 54 15 73 60 67 4 131 74 41 47 162 +15 mins. 5 11 8 24 5 53 18 76 59 88 3 150 92 54 80 226 +30 mins. 4 14 12 30 5 45 11 61 46 69 6 121 80 64 56 200 +45 mins. 3 16 14 33 6 41 9 56 54 50 3 107 62 67 49 178 Total Volume 13 57 49 119 20 193 53 266 219 274 16 509 308 226 232 766 % App. Total 10.9 47.9 41.2 7.5 72.6 19.9 43 53.8 3.1 40.2 29.5 30.3 PHF .650 .891 .817 .902 .833 .894 .736 .875 .913 .778 .667 .848 .837 .843 .725 .847 Counts Unlimited, Inc.

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

3.1-331
2263
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 1 4 4 4 9 3 53 13 3 69 47 55 6 1 108 32 41 22 9 95 17 281 298 07:15 AM 1 13 7 4 21 5 45 17 7 67 43 53 4 2 100 51 33 36 22 120 35 308 343 07:30 AM 4 9 2 1 15 5 36 11 7 52 57 66 4 2 127 68 33 45 7 146 17 340 357 07:45 AM 3 12 2 0 17 4 30 7 4 41 55 85 3 0 143 86 51 74 44 211 48 412 460 Total 9 38 15 9 62 17 164 48 21 229 202 259 17 5 478 237 158 177 82 572 117 1341 1458 08:00 AM 2 16 2 2 20 4 28 7 5 39 42 67 5 4 114 76 63 53 22 192 33 365 398 08:15 AM 3 11 5 4 19 2 36 11 2 49 52 47 3 3 102 47 58 43 25 148 34 318 352 08:30 AM 2 7 3 2 12 2 36 3 2 41 45 42 4 2 91 36 28 35 15 99 21 243 264 08:45 AM 0 7 4 1 11 2 36 3 2 41 37 21 2 0 60 23 30 40 16 93 19 205 224 Total 7 41 14 9 62 10 136 24 11 170 176 177 14 9 367 182 179 171 78 532 107 1131 1238 Grand Total 16 79 29 18 124 27 300 72 32 399 378 436 31 14 845 419 337 348 160 1104 224 2472 2696 Apprch % 12.9 63.7 23.4 6.8 75.2 18 44.7 51.6 3.7 38 30.5 31.5 Total % 0.6 3.2 1.2 5 1.1 12.1 2.9 16.1 15.3 17.6 1.3 34.2 16.9 13.6 14.1 44.7 8.3 91.7 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 4 9 2 15 5 36 11 52 57 66 4 127 68 33 45 146 340 07:45 AM 3 12 2 17 4 30 7 41 55 85 3 143 86 51 74 211 412 08:00 AM 2 16 2 20 4 28 7 39 42 67 5 114 76 63 53 192 365 08:15 AM 3 11 5 19 2 36 11 49 52 47 3 102 47 58 43 148 318 Total Volume 12 48 11 71 15 130 36 181 206 265 15 486 277 205 215 697 1435 % App. Total 16.9 67.6 15.5 8.3 71.8 19.9 42.4 54.5 3.1 39.7 29.4 30.8 PHF .750 .750 .550 .888 .750 .903 .818 .870 .904 .779 .750 .850 .805 .813 .726 .826 .871 Counts Unlimited, Inc.

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

3.1-332
2264
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
11 Thru
48 Left
12 Out In Total
578 71 649
Right
36 Thru
130
Left
15 Out Total In
232 181 413
Left
206
Thru
265
Right
15 Out In Total
278 486 764
Left
277
Thru
205
Right
215
Total Out In
347 697 1044
Peak Hour Begins at 07:30 AM
Passenger Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-333
2265
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 4 9 2 15 5 36 11 52 57 66 4 127 68 33 45 146
+15 mins. 3 12 2 17 4 30 7 41 55 85 3 143 86 51 74 211
+30 mins. 2 16 2 20 4 28 7 39 42 67 5 114 76 63 53 192
+45 mins. 3 11 5 19 2 36 11 49 52 47 3 102 47 58 43 148 Total Volume 12 48 11 71 15 130 36 181 206 265 15 486 277 205 215 697 % App. Total 16.9 67.6 15.5 8.3 71.8 19.9 42.4 54.5 3.1 39.7 29.4 30.8 PHF .750 .750 .550 .888 .750 .903 .818 .870 .904 .779 .750 .850 .805 .813 .726 .826 Counts Unlimited, Inc.

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

3.1-334
2266
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 1 1 1 0 0 0 0 0 1 0 0 0 1 2 2 0 0 4 1 6 7
07:15 AM 0 3 0 0 3 0 5 0 0 5 0 0 0 0 0 2 3 1 0 6 0 14 14 07:30 AM 0 2 0 0 2 0 3 0 0 3 0 1 0 0 1 2 2 1 1 5 1 11 12 07:45 AM 0 1 1 0 2 0 3 0 0 3 0 2 0 0 2 1 0 1 0 2 0 9 9
Total 0 6 2 1 8 0 11 0 0 11 1 3 0 0 4 7 7 3 1 17 2 40 42 08:00 AM 1 0 2 2 3 0 0 0 0 0 0 1 1 0 2 0 0 2 1 2 3 7 10 08:15 AM 0 0 1 1 1 0 1 0 0 1 0 0 0 0 0 3 1 2 0 6 1 8 9
08:30 AM 0 0 1 0 1 0 1 0 0 1 1 0 0 0 1 2 2 3 0 7 0 10 10 08:45 AM 0 0 1 0 1 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 3 3
Total 1 0 5 3 6 0 3 1 0 4 1 1 1 0 3 5 3 7 1 15 4 28 32
Grand Total 1 6 7 4 14 0 14 1 0 15 2 4 1 0 7 12 10 10 2 32 6 68 74 Apprch % 7.1 42.9 50 0 93.3 6.7 28.6 57.1 14.3 37.5 31.2 31.2 Total % 1.5 8.8 10.3 20.6 0 20.6 1.5 22.1 2.9 5.9 1.5 10.3 17.6 14.7 14.7 47.1 8.1 91.9 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 2 0 2 0 3 0 3 0 1 0 1 2 2 1 5 11
07:45 AM 0 1 1 2 0 3 0 3 0 2 0 2 1 0 1 2 9
08:00 AM 1 0 2 3 0 0 0 0 0 1 1 2 0 0 2 2 7
08:15 AM 0 0 1 1 0 1 0 1 0 0 0 0 3 1 2 6 8
Total Volume 1 3 4 8 0 7 0 7 0 4 1 5 6 3 6 15 35
% App. Total 12.5 37.5 50 0 100 0 0 80 20 40 20 40
PHF .250 .375 .500 .667 .000 .583 .000 .583 .000 .500 .250 .625 .500 .375 .750 .625 .795 Counts Unlimited, Inc.

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

3.1-335
2267
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
4 Thru
3 Left
1 Out In Total
10 8 18
Right
0 Thru
7 Left
0 Out Total In
5 7 12
Left
0 Thru
4 Right
1 Out In Total
9 5 14
Left
6 Thru
3 Right
6 Total Out In
11 15 26
Peak Hour Begins at 07:30 AM
Large 2 Axle Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-336
2268
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 2 0 2 0 3 0 3 0 1 0 1 2 2 1 5
+15 mins. 0 1 1 2 0 3 0 3 0 2 0 2 1 0 1 2
+30 mins. 1 0 2 3 0 0 0 0 0 1 1 2 0 0 2 2
+45 mins. 0 0 1 1 0 1 0 1 0 0 0 0 3 1 2 6
Total Volume 1 3 4 8 0 7 0 7 0 4 1 5 6 3 6 15
% App. Total 12.5 37.5 50 0 100 0 0 80 20 40 20 40
PHF .250 .375 .500 .667 .000 .583 .000 .583 .000 .500 .250 .625 .500 .375 .750 .625 Counts Unlimited, Inc.

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

3.1-337
2269
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 0 2 2
07:15 AM 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 0 0 1 0 2 2
07:30 AM 0 0 1 1 1 0 1 0 0 1 1 0 0 0 1 0 3 0 0 3 1 6 7
07:45 AM 0 0 1 1 1 0 1 0 0 1 2 0 0 0 2 1 0 2 0 3 1 7 8
Total 0 0 2 2 2 0 2 1 0 3 3 0 0 0 3 3 4 2 0 9 2 17 19
08:00 AM 0 0 1 0 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 2
08:15 AM 0 0 2 0 2 0 1 0 0 1 0 1 0 0 1 1 2 0 0 3 0 7 7
08:30 AM 0 0 2 0 2 0 0 0 0 0 0 0 0 0 0 4 4 1 0 9 0 11 11 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 1
Total 0 0 5 0 5 0 1 0 0 1 1 1 1 0 3 5 6 1 0 12 0 21 21
Grand Total 0 0 7 2 7 0 3 1 0 4 4 1 1 0 6 8 10 3 0 21 2 38 40 Apprch % 0 0 100 0 75 25 66.7 16.7 16.7 38.1 47.6 14.3
Total % 0 0 18.4 18.4 0 7.9 2.6 10.5 10.5 2.6 2.6 15.8 21.1 26.3 7.9 55.3 5 95 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 0 1 1 0 1 0 1 1 0 0 1 0 3 0 3 6
07:45 AM 0 0 1 1 0 1 0 1 2 0 0 2 1 0 2 3 7
08:00 AM 0 0 1 1 0 0 0 0 1 0 0 1 0 0 0 0 2
08:15 AM 0 0 2 2 0 1 0 1 0 1 0 1 1 2 0 3 7
Total Volume 0 0 5 5 0 3 0 3 4 1 0 5 2 5 2 9 22
% App. Total 0 0 100 0 100 0 80 20 0 22.2 55.6 22.2
PHF .000 .000 .625 .625 .000 .750 .000 .750 .500 .250 .000 .625 .500 .417 .250 .750 .786 Counts Unlimited, Inc.

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

3.1-338
2270
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
5 Thru
0 Left
0 Out In Total
3 5 8
Right
0 Thru
3 Left
0 Out Total In
5 3 8
Left
4 Thru
1 Right
0 Out In Total
2 5 7
Left
2 Thru
5 Right
2 Total Out In
12 9 21
Peak Hour Begins at 07:30 AM
3 Axle Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-339
2271
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 0 0 1 1 0 1 0 1 1 0 0 1 0 3 0 3
+15 mins. 0 0 1 1 0 1 0 1 2 0 0 2 1 0 2 3
+30 mins. 0 0 1 1 0 0 0 0 1 0 0 1 0 0 0 0
+45 mins. 0 0 2 2 0 1 0 1 0 1 0 1 1 2 0 3
Total Volume 0 0 5 5 0 3 0 3 4 1 0 5 2 5 2 9
% App. Total 0 0 100 0 100 0 80 20 0 22.2 55.6 22.2
PHF .000 .000 .625 .625 .000 .750 .000 .750 .500 .250 .000 .625 .500 .417 .250 .750 Counts Unlimited, Inc.

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

3.1-340
2272
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 07:00 AM 0 0 3 3 3 1 1 2 0 4 5 0 1 1 6 3 4 1 1 8 5 21 26 07:15 AM 0 0 8 3 8 0 3 0 0 3 1 0 0 0 1 8 2 0 0 10 3 22 25 07:30 AM 1 0 5 1 6 0 5 0 0 5 2 0 0 0 2 4 3 1 1 8 2 21 23 07:45 AM 1 1 8 4 10 2 7 2 0 11 2 1 0 0 3 4 3 3 0 10 4 34 38 Total 2 1 24 11 27 3 16 4 0 23 10 1 1 1 12 19 12 5 2 36 14 98 112 08:00 AM 0 0 9 5 9 1 1 0 0 2 3 1 0 0 4 4 1 1 0 6 5 21 26 08:15 AM 0 0 6 3 6 1 2 0 0 3 2 2 0 0 4 11 6 4 0 21 3 34 37 08:30 AM 0 0 6 2 6 1 7 1 0 9 2 0 2 0 4 8 6 1 0 15 2 34 36 08:45 AM 0 0 7 1 7 0 2 2 1 4 0 1 0 0 1 1 3 5 1 9 3 21 24 Total 0 0 28 11 28 3 12 3 1 18 7 4 2 0 13 24 16 11 1 51 13 110 123 Grand Total 2 1 52 22 55 6 28 7 1 41 17 5 3 1 25 43 28 16 3 87 27 208 235 Apprch % 3.6 1.8 94.5 14.6 68.3 17.1 68 20 12 49.4 32.2 18.4 Total % 1 0.5 25 26.4 2.9 13.5 3.4 19.7 8.2 2.4 1.4 12 20.7 13.5 7.7 41.8 11.5 88.5 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 1 0 5 6 0 5 0 5 2 0 0 2 4 3 1 8 21
07:45 AM 1 1 8 10 2 7 2 11 2 1 0 3 4 3 3 10 34
08:00 AM 0 0 9 9 1 1 0 2 3 1 0 4 4 1 1 6 21
08:15 AM 0 0 6 6 1 2 0 3 2 2 0 4 11 6 4 21 34
Total Volume 2 1 28 31 4 15 2 21 9 4 0 13 23 13 9 45 110 % App. Total 6.5 3.2 90.3 19 71.4 9.5 69.2 30.8 0 51.1 28.9 20 PHF .500 .250 .778 .775 .500 .536 .250 .477 .750 .500 .000 .813 .523 .542 .563 .536 .809 Counts Unlimited, Inc.

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

3.1-341
2273
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
28 Thru
1 Left
2 Out In Total
29 31 60
Right
2 Thru
15 Left
4 Out Total In
15 21 36
Left
9 Thru
4 Right
0 Out In Total
14 13 27
Left
23 Thru
13 Right
9 Total Out In
52 45 97
Peak Hour Begins at 07:30 AM
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-342
2274
File Name : 08_ONT_Wine_CGR AM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins. 1 0 5 6 0 5 0 5 2 0 0 2 4 3 1 8
+15 mins. 1 1 8 10 2 7 2 11 2 1 0 3 4 3 3 10
+30 mins. 0 0 9 9 1 1 0 2 3 1 0 4 4 1 1 6
+45 mins. 0 0 6 6 1 2 0 3 2 2 0 4 11 6 4 21
Total Volume 2 1 28 31 4 15 2 21 9 4 0 13 23 13 9 45
% App. Total 6.5 3.2 90.3 19 71.4 9.5 69.2 30.8 0 51.1 28.9 20 PHF .500 .250 .778 .775 .500 .536 .250 .477 .750 .500 .000 .813 .523 .542 .563 .536 Counts Unlimited, Inc.

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

3.1-343
2275
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 7 26 32 14 65 3 52 4 1 59 31 29 8 6 68 25 77 69 34 171 55 363 418 04:15 PM 3 39 17 6 59 6 43 5 1 54 32 7 4 2 43 22 79 94 24 195 33 351 384 04:30 PM 7 31 37 20 75 8 46 2 1 56 47 27 9 5 83 19 87 70 37 176 63 390 453 04:45 PM 3 46 21 9 70 5 49 8 4 62 55 17 14 9 86 17 84 71 25 172 47 390 437 Total 20 142 107 49 269 22 190 19 7 231 165 80 35 22 280 83 327 304 120 714 198 1494 1692 05:00 PM 4 31 31 16 66 5 58 5 2 68 42 22 7 4 71 14 67 71 31 152 53 357 410 05:15 PM 13 47 32 15 92 4 60 3 2 67 38 16 11 6 65 9 85 89 34 183 57 407 464 05:30 PM 7 41 25 15 73 6 49 3 0 58 31 20 8 5 59 6 74 72 46 152 66 342 408 05:45 PM 7 34 16 13 57 1 31 4 4 36 36 16 9 4 61 17 81 75 12 173 33 327 360 Total 31 153 104 59 288 16 198 15 8 229 147 74 35 19 256 46 307 307 123 660 209 1433 1642 Grand Total 51 295 211 108 557 38 388 34 15 460 312 154 70 41 536 129 634 611 243 1374 407 2927 3334 Apprch % 9.2 53 37.9 8.3 84.3 7.4 58.2 28.7 13.1 9.4 46.1 44.5 Total % 1.7 10.1 7.2 19 1.3 13.3 1.2 15.7 10.7 5.3 2.4 18.3 4.4 21.7 20.9 46.9 12.2 87.8 Passenger Vehicles 48 276 155 559 30 358 28 429 292 137 63 527 80 607 577 1492 0 0 3007 % Passenger Vehicles 94.1 93.6 73.5 74.1 84.1 78.9 92.3 82.4 86.7 90.3 93.6 89 90 85.4 91.3 62 95.7 94.4 93.8 92.3 0 0 90.2 Large 2 Axle Vehicles 2 8 6 22 3 6 3 12 6 7 3 18 7 9 10 29 0 0 81 % Large 2 Axle Vehicles 3.9 2.7 2.8 5.6 3.3 7.9 1.5 8.8 0 2.5 1.9 4.5 4.3 4.9 3.1 5.4 1.4 1.6 1.2 1.8 0 0 2.4 3 Axle Vehicles 0 6 4 14 4 10 0 14 0 3 2 7 7 5 6 21 0 0 56 % 3 Axle Vehicles 0 2 1.9 3.7 2.1 10.5 2.6 0 0 2.9 0 1.9 2.9 4.9 1.2 5.4 0.8 1 1.2 1.3 0 0 1.7 4+ Axle Trucks 1 5 46 70 1 14 3 20 14 7 2 25 35 13 18 75 0 0 190 % 4+ Axle Trucks 2 1.7 21.8 16.7 10.5 2.6 3.6 8.8 13.3 4.2 4.5 4.5 2.9 4.9 4.3 27.1 2.1 2.9 3.7 4.6 0 0 5.7 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 7 31 37 75 8 46 2 56 47 27 9 83 19 87 70 176 390 04:45 PM 3 46 21 70 5 49 8 62 55 17 14 86 17 84 71 172 390 05:00 PM 4 31 31 66 5 58 5 68 42 22 7 71 14 67 71 152 357 05:15 PM 13 47 32 92 4 60 3 67 38 16 11 65 9 85 89 183 407 Total Volume 27 155 121 303 22 213 18 253 182 82 41 305 59 323 301 683 1544 % App. Total 8.9 51.2 39.9 8.7 84.2 7.1 59.7 26.9 13.4 8.6 47.3 44.1 PHF .519 .824 .818 .823 .688 .888 .563 .930 .827 .759 .732 .887 .776 .928 .846 .933 .948 Counts Unlimited, Inc.

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

3.1-344
2276
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
121
Thru
155
Left
27 Out In Total
159 303 462
Right
18 Thru
213
Left
22 Out Total In
391 253 644
Left
182
Thru
82 Right
41 Out In Total
478 305 783
Left
59 Thru
323
Right
301
Total Out In
516 683 1199
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Large 2 Axle Vehicles
3 Axle Vehicles
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-345
2277
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:45 PM 04:30 PM 04:00 PM
+0 mins. 7 31 37 75 5 49 8 62 47 27 9 83 25 77 69 171
+15 mins. 3 46 21 70 5 58 5 68 55 17 14 86 22 79 94 195 +30 mins. 4 31 31 66 4 60 3 67 42 22 7 71 19 87 70 176
+45 mins. 13 47 32 92 6 49 3 58 38 16 11 65 17 84 71 172 Total Volume 27 155 121 303 20 216 19 255 182 82 41 305 83 327 304 714 % App. Total 8.9 51.2 39.9 7.8 84.7 7.5 59.7 26.9 13.4 11.6 45.8 42.6 PHF .519 .824 .818 .823 .833 .900 .594 .938 .827 .759 .732 .887 .830 .940 .809 .915 Counts Unlimited, Inc.

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

3.1-346
2278
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Passenger Vehicles
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 6 26 25 11 57 3 45 3 1 51 30 26 8 6 64 18 72 64 32 154 50 326 376 04:15 PM 3 37 11 4 51 5 39 3 1 47 25 6 4 2 35 13 76 85 19 174 26 307 333 04:30 PM 7 28 29 18 64 7 39 2 1 48 44 22 8 4 74 9 80 65 35 154 58 340 398 04:45 PM 3 42 14 6 59 2 48 6 3 56 55 15 12 7 82 9 82 69 24 160 40 357 397 Total 19 133 79 39 231 17 171 14 6 202 154 69 32 19 255 49 310 283 110 642 174 1330 1504 05:00 PM 3 29 27 15 59 5 55 5 2 65 38 21 6 3 65 9 65 68 29 142 49 331 380 05:15 PM 13 42 21 9 76 3 56 3 2 62 37 16 10 6 63 8 83 85 32 176 49 377 426 05:30 PM 7 39 16 8 62 4 47 3 0 54 31 18 6 3 55 5 72 70 45 147 56 318 374 05:45 PM 6 33 12 9 51 1 29 3 3 33 32 13 9 4 54 9 77 71 12 157 28 295 323 Total 29 143 76 41 248 13 187 14 7 214 138 68 31 16 237 31 297 294 118 622 182 1321 1503 Grand Total 48 276 155 80 479 30 358 28 13 416 292 137 63 35 492 80 607 577 228 1264 356 2651 3007 Apprch % 10 57.6 32.4 7.2 86.1 6.7 59.3 27.8 12.8 6.3 48 45.6 Total % 1.8 10.4 5.8 18.1 1.1 13.5 1.1 15.7 11 5.2 2.4 18.6 3 22.9 21.8 47.7 11.8 88.2 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 7 28 29 64 7 39 2 48 44 22 8 74 9 80 65 154 340 04:45 PM 3 42 14 59 2 48 6 56 55 15 12 82 9 82 69 160 357 05:00 PM 3 29 27 59 5 55 5 65 38 21 6 65 9 65 68 142 331 05:15 PM 13 42 21 76 3 56 3 62 37 16 10 63 8 83 85 176 377 Total Volume 26 141 91 258 17 198 16 231 174 74 36 284 35 310 287 632 1405 % App. Total 10.1 54.7 35.3 7.4 85.7 6.9 61.3 26.1 12.7 5.5 49.1 45.4 PHF .500 .839 .784 .849 .607 .884 .667 .888 .791 .841 .750 .866 .972 .934 .844 .898 .932 Counts Unlimited, Inc.

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

3.1-347
2279
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
91 Thru
141
Left
26 Out In Total
125 258 383
Right
16 Thru
198
Left
17 Out Total In
372 231 603
Left
174
Thru
74 Right
36 Out In Total
445 284 729
Left
35 Thru
310
Right
287
Total Out In
463 632 1095
Peak Hour Begins at 04:30 PM
Passenger Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-348
2280
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 7 28 29 64 7 39 2 48 44 22 8 74 9 80 65 154
+15 mins. 3 42 14 59 2 48 6 56 55 15 12 82 9 82 69 160
+30 mins. 3 29 27 59 5 55 5 65 38 21 6 65 9 65 68 142
+45 mins. 13 42 21 76 3 56 3 62 37 16 10 63 8 83 85 176 Total Volume 26 141 91 258 17 198 16 231 174 74 36 284 35 310 287 632 % App. Total 10.1 54.7 35.3 7.4 85.7 6.9 61.3 26.1 12.7 5.5 49.1 45.4 PHF .500 .839 .784 .849 .607 .884 .667 .888 .791 .841 .750 .866 .972 .934 .844 .898 Counts Unlimited, Inc.

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

3.1-349
2281
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- Large 2 Axle Vehicles
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 1 0 0 0 1 0 4 0 0 4 0 0 0 0 0 2 1 1 0 4 0 9 9
04:15 PM 0 0 0 0 0 0 0 2 0 2 2 1 0 0 3 2 1 2 0 5 0 10 10 04:30 PM 0 1 1 1 2 0 1 0 0 1 1 3 0 0 4 1 3 3 1 7 2 14 16 04:45 PM 0 4 1 1 5 1 0 1 0 2 0 0 1 1 1 0 0 2 1 2 3 10 13 Total 1 5 2 2 8 1 5 3 0 9 3 4 1 1 8 5 5 8 2 18 5 43 48
05:00 PM 0 1 0 0 1 0 0 0 0 0 2 0 1 1 3 0 1 0 0 1 1 5 6
05:15 PM 0 1 2 2 3 1 1 0 0 2 0 0 1 0 1 0 0 0 0 0 2 6 8
05:30 PM 0 1 1 1 2 1 0 0 0 1 0 2 0 0 2 1 1 1 1 3 2 8 10 05:45 PM 1 0 1 1 2 0 0 0 0 0 1 1 0 0 2 1 2 1 0 4 1 8 9
Total 1 3 4 4 8 2 1 0 0 3 3 3 2 1 8 2 4 2 1 8 6 27 33
Grand Total 2 8 6 6 16 3 6 3 0 12 6 7 3 2 16 7 9 10 3 26 11 70 81 Apprch % 12.5 50 37.5 25 50 25 37.5 43.8 18.8 26.9 34.6 38.5 Total % 2.9 11.4 8.6 22.9 4.3 8.6 4.3 17.1 8.6 10 4.3 22.9 10 12.9 14.3 37.1 13.6 86.4 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 1 1 2 0 1 0 1 1 3 0 4 1 3 3 7 14
04:45 PM 0 4 1 5 1 0 1 2 0 0 1 1 0 0 2 2 10
05:00 PM 0 1 0 1 0 0 0 0 2 0 1 3 0 1 0 1 5
05:15 PM 0 1 2 3 1 1 0 2 0 0 1 1 0 0 0 0 6
Total Volume 0 7 4 11 2 2 1 5 3 3 3 9 1 4 5 10 35
% App. Total 0 63.6 36.4 40 40 20 33.3 33.3 33.3 10 40 50 PHF .000 .438 .500 .550 .500 .500 .250 .625 .375 .250 .750 .563 .250 .333 .417 .357 .625 Counts Unlimited, Inc.

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

3.1-350
2282
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
4 Thru
7 Left
0 Out In Total
5 11 16
Right
1 Thru
2 Left
2 Out Total In
7 5 12
Left
3 Thru
3 Right
3 Out In Total
14 9 23
Left
1 Thru
4 Right
5 Total Out In
9 10 19
Peak Hour Begins at 04:30 PM
Large 2 Axle Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-351
2283
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 1 1 2 0 1 0 1 1 3 0 4 1 3 3 7
+15 mins. 0 4 1 5 1 0 1 2 0 0 1 1 0 0 2 2
+30 mins. 0 1 0 1 0 0 0 0 2 0 1 3 0 1 0 1
+45 mins. 0 1 2 3 1 1 0 2 0 0 1 1 0 0 0 0
Total Volume 0 7 4 11 2 2 1 5 3 3 3 9 1 4 5 10
% App. Total 0 63.6 36.4 40 40 20 33.3 33.3 33.3 10 40 50 PHF .000 .438 .500 .550 .500 .500 .250 .625 .375 .250 .750 .563 .250 .333 .417 .357 Counts Unlimited, Inc.

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

3.1-352
2284
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 3 Axle Vehicles
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 1 1 0 0 2 0 4 4
04:15 PM 0 0 1 1 1 1 2 0 0 3 0 0 0 0 0 1 0 1 1 2 2 6 8
04:30 PM 0 1 0 0 1 1 2 0 0 3 0 1 0 0 1 1 0 1 1 2 1 7 8
04:45 PM 0 0 0 0 0 2 1 0 0 3 0 0 0 0 0 2 1 0 0 3 0 6 6
Total 0 1 1 1 2 4 7 0 0 11 0 1 0 0 1 5 2 2 2 9 3 23 26
05:00 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 3 3
05:15 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 1 1 2 1 4 1 6 7
05:30 PM 0 1 2 2 3 0 1 0 0 1 0 0 2 2 2 0 0 0 0 0 4 6 10 05:45 PM 0 1 1 1 2 0 1 0 0 1 0 2 0 0 2 1 1 2 0 4 1 9 10 Total 0 5 3 3 8 0 3 0 0 3 0 2 2 2 4 2 3 4 1 9 6 24 30
Grand Total 0 6 4 4 10 4 10 0 0 14 0 3 2 2 5 7 5 6 3 18 9 47 56 Apprch % 0 60 40 28.6 71.4 0 0 60 40 38.9 27.8 33.3
Total % 0 12.8 8.5 21.3 8.5 21.3 0 29.8 0 6.4 4.3 10.6 14.9 10.6 12.8 38.3 16.1 83.9 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 1 0 1 1 2 0 3 0 1 0 1 1 0 1 2 7
04:45 PM 0 0 0 0 2 1 0 3 0 0 0 0 2 1 0 3 6
05:00 PM 0 1 0 1 0 1 0 1 0 0 0 0 0 1 0 1 3
05:15 PM 0 2 0 2 0 0 0 0 0 0 0 0 1 1 2 4 6
Total Volume 0 4 0 4 3 4 0 7 0 1 0 1 4 3 3 10 22
% App. Total 0 100 0 42.9 57.1 0 0 100 0 40 30 30
PHF .000 .500 .000 .500 .375 .500 .000 .583 .000 .250 .000 .250 .500 .750 .375 .625 .786 Counts Unlimited, Inc.

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

3.1-353
2285
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
0 Thru
4 Left
0 Out In Total
5 4 9
Right
0 Thru
4 Left
3 Out Total In
3 7 10
Left
0 Thru
1 Right
0 Out In Total
10 1 11
Left
4 Thru
3 Right
3 Total Out In
4 10 14
Peak Hour Begins at 04:30 PM
3 Axle Vehicles
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-354
2286
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 1 0 1 1 2 0 3 0 1 0 1 1 0 1 2
+15 mins. 0 0 0 0 2 1 0 3 0 0 0 0 2 1 0 3
+30 mins. 0 1 0 1 0 1 0 1 0 0 0 0 0 1 0 1
+45 mins. 0 2 0 2 0 0 0 0 0 0 0 0 1 1 2 4
Total Volume 0 4 0 4 3 4 0 7 0 1 0 1 4 3 3 10
% App. Total 0 100 0 42.9 57.1 0 0 100 0 40 30 30
PHF .000 .500 .000 .500 .375 .500 .000 .583 .000 .250 .000 .250 .500 .750 .375 .625 Counts Unlimited, Inc.

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

3.1-355
2287
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 1
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Groups Printed- 4+ Axle Trucks
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Left Thru Right RTOR App. Total Exclu. Total Inclu. Total Int. Total 04:00 PM 0 0 7 3 7 0 1 1 0 2 1 3 0 0 4 4 3 4 2 11 5 24 29 04:15 PM 0 2 5 1 7 0 2 0 0 2 5 0 0 0 5 6 2 6 4 14 5 28 33 04:30 PM 0 1 7 1 8 0 4 0 0 4 2 1 1 1 4 8 4 1 0 13 2 29 31 04:45 PM 0 0 6 2 6 0 0 1 1 1 0 2 1 1 3 6 1 0 0 7 4 17 21 Total 0 3 25 7 28 0 7 2 1 9 8 6 2 2 16 24 10 11 6 45 16 98 114 05:00 PM 1 0 4 1 5 0 2 0 0 2 2 1 0 0 3 5 0 3 2 8 3 18 21 05:15 PM 0 2 9 4 11 0 3 0 0 3 1 0 0 0 1 0 1 2 1 3 5 18 23 05:30 PM 0 0 6 4 6 1 1 0 0 2 0 0 0 0 0 0 1 1 0 2 4 10 14 05:45 PM 0 0 2 2 2 0 1 1 1 2 3 0 0 0 3 6 1 1 0 8 3 15 18 Total 1 2 21 11 24 1 7 1 1 9 6 1 0 0 7 11 3 7 3 21 15 61 76 Grand Total 1 5 46 18 52 1 14 3 2 18 14 7 2 2 23 35 13 18 9 66 31 159 190 Apprch % 1.9 9.6 88.5 5.6 77.8 16.7 60.9 30.4 8.7 53 19.7 27.3 Total % 0.6 3.1 28.9 32.7 0.6 8.8 1.9 11.3 8.8 4.4 1.3 14.5 22 8.2 11.3 41.5 16.3 83.7 Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 1 7 8 0 4 0 4 2 1 1 4 8 4 1 13 29
04:45 PM 0 0 6 6 0 0 1 1 0 2 1 3 6 1 0 7 17
05:00 PM 1 0 4 5 0 2 0 2 2 1 0 3 5 0 3 8 18
05:15 PM 0 2 9 11 0 3 0 3 1 0 0 1 0 1 2 3 18
Total Volume 1 3 26 30 0 9 1 10 5 4 2 11 19 6 6 31 82
% App. Total 3.3 10 86.7 0 90 10 45.5 36.4 18.2 61.3 19.4 19.4 PHF .250 .375 .722 .682 .000 .563 .250 .625 .625 .500 .500 .688 .594 .375 .500 .596 .707 Counts Unlimited, Inc.

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

3.1-356
2288
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 2
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Cantu-Galleano Ranch Road
Cantu-Galleano Ranch Road
Wineville Road
Right
26 Thru
3 Left
1 Out In Total
24 30 54
Right
1 Thru
9 Left
0 Out Total In
9 10 19
Left
5 Thru
4 Right
2 Out In Total
9 11 20
Left
19 Thru
6 Right
6 Total Out In
40 31 71
Peak Hour Begins at 04:30 PM
4+ Axle Trucks
Peak Hour Data
North
Counts Unlimited, Inc.

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

3.1-357
2289
File Name : 08_ONT_Wine_CGR PM
Site Code : 05122421
Start Date : 5/10/2022
Page No : 3
City of Ontario
N/S: Wineville Road
E/W: Cantu-Galleano Ranch Road
Weather: Clear
Wineville Road
Southbound
Cantu-Galleano Ranch Road
Westbound
Wineville Road
Northbound
Cantu-Galleano Ranch Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 0 1 7 8 0 4 0 4 2 1 1 4 8 4 1 13
+15 mins. 0 0 6 6 0 0 1 1 0 2 1 3 6 1 0 7
+30 mins. 1 0 4 5 0 2 0 2 2 1 0 3 5 0 3 8
+45 mins. 0 2 9 11 0 3 0 3 1 0 0 1 0 1 2 3
Total Volume 1 3 26 30 0 9 1 10 5 4 2 11 19 6 6 31
% App. Total 3.3 10 86.7 0 90 10 45.5 36.4 18.2 61.3 19.4 19.4 PHF .250 .375 .722 .682 .000 .563 .250 .625 .625 .500 .500 .688 .594 .375 .500 .596 Counts Unlimited, Inc.

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

3.1-358
2290
Location: Date: 5/10/2022
N/S: Day: Tuesday
E/W:

North Leg East Leg South Leg West Leg
Wineville Road Cantu‐Galleano Ranch Rd Wineville Road Cantu‐Galleano Ranch Rd Pedestrians Pedestrians Pedestrians Pedestrians
0010 1
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0000 0
0 0 1 01
North Leg East Leg South Leg West Leg
Wineville Road Cantu‐Galleano Ranch Rd Wineville Road Cantu‐Galleano Ranch Rd Pedestrians Pedestrians Pedestrians Pedestrians
0000 0
0000 0
0000 0
0000 0
0000 0
0400 4
0000 0
0000 0
0 4 0 04
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Ontario
Wineville Road
Cantu‐Galleano Ranch Rd

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268 3.1-359
2291
Location: Date: 5/10/2022
N/S: Day: Tuesday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000010 1
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000002000 2
000000002020 4
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000010 2
000000000000 0
000000000000 0
000000000000 0
000010000010 2
Cantu‐Galleano Ranch Rd
TOTAL VOLUMES:

Wineville Road Cantu‐Galleano Ranch Rd Wineville Road Cantu‐Galleano Ranch Rd Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Wineville Road Cantu‐Galleano Ranch Rd Wineville Road
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound Westbound Northbound
Cantu‐Galleano Ranch Rd
Wineville Road
Ontario

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

PO Box 1178
Corona, CA 92878
951‐268‐6268 3.1-360
2292
A42621
DATE: CITY# Ontario
JOB #: SC3418 CLASS1 Chino west of Haven

AM EASTBOUND PM EASTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 5 0 0 0 0 0 0 0 0 0 0 0 5 12:00 0 6 2 0 1 1 0 0 0 0 0 0 0 10 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 0 8 8 0 1 1 0 0 0 0 0 0 0 18 0:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2 12:30 0 5 7 0 0 1 0 0 0 0 0 0 0 13 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 0 7 5 0 1 0 0 0 0 0 0 0 0 13 1:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 13:00 0 7 2 0 0 0 0 0 0 0 0 0 0 9 1:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 13:15 0 8 2 0 1 1 0 0 0 0 0 0 0 12 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 0 8 0 0 0 0 0 0 0 0 0 0 0 8 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 0 8 2 0 0 0 0 0 0 0 0 0 0 10 2:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:00 0 11 1 0 0 0 0 0 0 0 0 0 0 12 2:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:15 1 11 7 0 1 0 0 0 0 0 0 0 0 20 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 0 28 9 0 1 0 0 0 0 0 0 0 0 38 2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45 0 22 4 0 1 0 0 0 1 0 0 0 0 28 3:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 15:00 0 15 5 0 0 0 0 0 0 0 0 0 0 20 3:15 0 1 1 0 0 0 0 0 0 0 0 0 0 2 15:15 0 31 3 0 0 0 0 0 0 0 0 0 0 34 3:30 0 3 0 0 0 0 0 0 0 0 0 0 0 3 15:30 0 20 8 0 0 0 0 0 0 0 0 0 0 28 3:45 0 1 2 0 0 0 0 0 0 0 0 0 0 3 15:45 0 25 8 0 0 0 0 0 0 0 0 0 0 33 4:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 16:00 0 15 9 0 0 0 0 0 0 0 0 0 0 24 4:15 0 3 1 0 0 0 0 0 0 0 0 0 0 4 16:15 0 9 4 0 1 0 0 0 0 0 0 0 0 14 4:30 0 2 2 0 0 0 0 0 0 0 0 0 0 4 16:30 1 16 3 0 0 0 0 0 0 0 0 0 0 20 4:45 0 2 3 0 0 0 0 0 0 0 0 0 0 5 16:45 1 24 2 0 1 0 0 0 0 0 0 0 0 28 5:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 17:00 0 16 6 0 1 0 0 0 0 0 0 0 0 23 5:15 0 1 1 0 0 0 0 0 0 0 0 0 0 2 17:15 0 25 2 0 1 0 0 0 0 0 0 0 0 28 5:30 0 2 3 0 0 1 0 0 0 0 0 0 0 6 17:30 0 19 3 0 2 0 0 0 0 0 0 0 0 24 5:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 17:45 0 24 6 0 3 0 0 0 0 0 0 0 0 33 6:00 0 7 1 0 0 0 0 0 0 0 0 0 0 8 18:00 0 19 4 0 1 0 0 0 0 0 0 0 0 24 6:15 0 10 3 0 0 0 0 0 0 0 0 0 0 13 18:15 0 19 2 0 1 0 0 0 0 0 0 0 0 22 6:30 0 9 3 0 1 0 0 0 0 0 0 0 0 13 18:30 0 13 4 0 0 0 0 0 0 0 0 0 0 17 6:45 0 10 1 0 0 0 0 0 0 0 0 0 0 11 18:45 0 10 4 0 0 0 0 0 0 0 0 0 0 14 7:00 0 15 4 0 0 0 0 0 0 0 0 0 0 19 19:00 0 15 1 0 0 0 0 0 0 0 0 0 0 16 7:15 0 23 3 0 0 0 0 0 0 0 0 0 0 26 19:15 0 13 3 0 0 0 0 0 0 0 0 0 0 16 7:30 0 17 2 0 0 0 0 0 1 0 0 0 0 20 19:30 0 7 1 0 1 0 0 0 0 0 0 0 0 9 7:45 0 23 4 0 2 0 0 0 0 0 0 0 0 29 19:45 0 8 3 0 0 0 0 0 0 0 0 0 0 11 8:00 0 33 6 0 0 0 0 0 0 0 0 0 0 39 20:00 0 11 3 0 0 0 0 0 0 0 0 0 0 14 8:15 0 10 2 0 0 0 0 0 0 0 0 0 0 12 20:15 0 6 3 0 0 0 0 0 0 0 0 0 0 9 8:30 0 13 3 0 0 0 0 0 0 0 0 0 0 16 20:30 0 4 1 0 0 0 0 0 0 0 0 0 0 5 8:45 0 7 3 0 1 0 0 0 0 0 0 0 0 11 20:45 0 8 0 0 0 0 0 0 0 0 0 0 0 8 9:00 0 10 1 0 0 0 0 0 0 0 0 0 0 11 21:00 0 3 1 0 0 0 0 0 0 0 0 0 0 4 9:15 0 10 2 0 2 0 0 0 0 0 0 0 0 14 21:15 0 7 1 0 0 0 0 0 0 0 0 0 0 8 9:30 0 8 7 0 1 0 0 0 0 0 0 0 0 16 21:30 0 4 1 0 0 0 0 0 0 0 0 0 0 5 9:45 0 9 1 0 2 1 0 0 0 0 0 0 0 13 21:45 0 5 0 0 0 0 0 0 0 0 0 0 0 5 10:00 0 13 3 0 1 1 0 0 0 0 0 0 0 18 22:00 0 3 1 0 0 0 0 0 0 0 0 0 0 4 10:15 0 8 2 0 3 0 0 0 0 0 0 0 0 13 22:15 0 1 1 0 0 0 0 0 0 0 0 0 0 2 10:30 0 12 5 0 0 0 0 0 0 0 0 0 0 17 22:30 0 5 0 0 0 0 0 0 0 0 0 0 0 5 10:45 0 10 6 0 1 0 0 0 0 0 0 0 0 17 22:45 0 3 0 0 0 0 0 0 0 0 0 0 0 3 11:00 0 12 3 0 1 0 0 0 0 0 0 0 0 16 23:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2 11:15 0 12 5 0 0 0 0 0 0 0 0 0 0 17 23:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 0 5 3 0 1 0 0 0 0 0 0 0 0 9 23:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2 11:45 0 7 2 0 1 1 0 0 0 0 0 0 0 11 23:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2 TOTAL 0 329 88 0 17 4 0 0 1 0 0 0 0 439 TOTAL 3 538 142 0 19 4 0 0 1 0 0 0 0 707 AM PEAK HOUR 7:15 AM PM PEAK HOUR 2:30 PM
AM PEAK VOLUME 114 PM PEAK VOLUME 120
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 3 867 230 0 36 8 0 0 2 0 0 0 0 1,146 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.3% 75.7% 20.1% 0.0% 3.1% 0.7% 0.0% 0.0% 0.2% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 4 2,004 467 0 74 19 0 0 5 0 0 0 0 2,573 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.2% 77.9% 18.2% 0.0% 2.9% 0.7% 0.0% 0.0% 0.2% 0.0% 0.0% 0.0% 0.0% 100.0% Tuesday, May 10, 2022
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-361
2293
DATE: CITY# Ontario
JOB #: SC3418 CLASS1 Chino west of Haven

AM WESTBOUND PM WESTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 2 1 0 0 0 0 0 0 0 0 0 0 3 12:00 0 10 4 0 0 0 0 0 0 0 0 0 0 14 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 0 13 3 0 2 0 0 0 0 0 0 0 0 18 0:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2 12:30 0 14 3 0 0 0 0 0 0 0 0 0 0 17 0:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 12:45 0 9 2 0 0 2 0 0 0 0 0 0 0 13 1:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 13:00 0 10 4 0 0 1 0 0 0 0 0 0 0 15 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 0 8 6 0 3 0 0 0 0 0 0 0 0 17 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 0 11 4 0 1 0 0 0 0 0 0 0 0 16 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 0 10 6 0 1 2 0 0 0 0 0 0 0 19 2:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:00 0 20 4 0 0 1 0 0 0 0 0 0 0 25 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 0 27 10 0 0 0 0 0 0 0 0 0 0 37 2:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:30 0 29 2 0 0 0 0 0 0 0 0 0 0 31 2:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:45 0 25 8 0 0 0 0 0 0 0 0 0 0 33 3:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 15:00 0 21 9 0 1 0 0 0 0 0 0 0 0 31 3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15 0 30 5 0 0 0 0 0 0 0 0 0 0 35 3:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:30 0 31 4 0 2 0 0 0 0 0 0 0 0 37 3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45 0 18 1 0 0 0 0 0 0 0 0 0 0 19 4:00 0 0 1 0 0 0 0 0 0 0 0 0 0 1 16:00 1 25 5 0 0 0 0 0 0 0 0 0 0 31 4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 29 2 0 1 0 0 0 1 0 0 0 0 33 4:30 0 2 1 0 0 0 0 0 0 0 0 0 0 3 16:30 0 24 4 0 1 0 0 0 0 0 0 0 0 29 4:45 0 4 1 0 0 0 0 0 0 0 0 0 0 5 16:45 0 24 4 0 0 0 0 0 0 0 0 0 0 28 5:00 0 3 1 0 0 0 0 0 0 0 0 0 0 4 17:00 0 20 6 0 1 0 0 0 0 0 0 0 0 27 5:15 0 3 2 0 1 0 0 0 0 0 0 0 0 6 17:15 0 26 3 0 2 0 0 0 0 0 0 0 0 31 5:30 0 2 2 0 0 0 0 0 0 0 0 0 0 4 17:30 0 14 1 0 1 0 0 0 0 0 0 0 0 16 5:45 0 3 2 0 0 0 0 0 0 0 0 0 0 5 17:45 0 19 0 0 1 0 0 0 0 0 0 0 0 20 6:00 0 2 4 0 1 0 0 0 0 0 0 0 0 7 18:00 0 20 6 0 0 0 0 0 0 0 0 0 0 26 6:15 0 7 2 0 0 0 0 0 0 0 0 0 0 9 18:15 0 19 1 0 0 0 0 0 0 0 0 0 0 20 6:30 0 10 2 0 0 0 0 0 0 0 0 0 0 12 18:30 0 16 2 0 0 0 0 0 0 0 0 0 0 18 6:45 0 11 4 0 0 0 0 0 0 0 0 0 0 15 18:45 0 15 2 0 0 0 0 0 0 0 0 0 0 17 7:00 0 18 1 0 1 0 0 0 0 0 0 0 0 20 19:00 0 17 7 0 0 0 0 0 0 0 0 0 0 24 7:15 0 37 5 0 0 0 0 0 1 0 0 0 0 43 19:15 0 12 2 0 0 0 0 0 0 0 0 0 0 14 7:30 0 58 5 0 0 0 0 0 0 0 0 0 0 63 19:30 0 17 3 0 0 0 0 0 0 0 0 0 0 20 7:45 0 39 6 0 1 0 0 0 0 0 0 0 0 46 19:45 0 14 2 0 0 0 0 0 0 0 0 0 0 16 8:00 0 23 3 0 1 0 0 0 0 0 0 0 0 27 20:00 0 8 5 0 0 0 0 0 0 0 0 0 0 13 8:15 0 26 4 0 0 1 0 0 0 0 0 0 0 31 20:15 0 17 2 0 0 0 0 0 0 0 0 0 0 19 8:30 0 23 7 0 0 0 0 0 0 0 0 0 0 30 20:30 0 14 1 0 0 0 0 0 0 0 0 0 0 15 8:45 0 14 3 0 5 1 0 0 0 0 0 0 0 23 20:45 0 11 1 0 0 0 0 0 0 0 0 0 0 12 9:00 0 15 5 0 2 0 0 0 0 0 0 0 0 22 21:00 0 12 3 0 0 0 0 0 0 0 0 0 0 15 9:15 0 9 4 0 0 0 0 0 0 0 0 0 0 13 21:15 0 10 1 0 0 0 0 0 0 0 0 0 0 11 9:30 0 9 2 0 1 1 0 0 0 0 0 0 0 13 21:30 0 9 0 0 0 0 0 0 0 0 0 0 0 9 9:45 0 4 2 0 1 1 0 0 0 0 0 0 0 8 21:45 0 11 0 0 0 0 0 0 0 0 0 0 0 11 10:00 0 7 6 0 0 0 0 0 0 0 0 0 0 13 22:00 0 8 0 0 0 0 0 0 0 0 0 0 0 8 10:15 0 11 2 0 0 0 0 0 0 0 0 0 0 13 22:15 0 2 2 0 0 0 0 0 0 0 0 0 0 4 10:30 0 7 8 0 1 0 0 0 0 0 0 0 0 16 22:30 0 2 1 0 0 0 0 0 0 0 0 0 0 3 10:45 0 11 1 0 1 0 0 0 0 0 0 0 0 13 22:45 0 2 1 0 0 0 0 0 0 0 0 0 0 3 11:00 0 15 3 0 2 0 0 0 0 0 0 0 0 20 23:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 11:15 0 15 3 0 1 0 0 0 0 0 0 0 0 19 23:15 0 4 0 0 0 0 0 0 0 0 0 0 0 4 11:30 0 9 1 0 2 1 0 0 1 0 0 0 0 14 23:30 0 3 0 0 0 0 0 0 0 0 0 0 0 3 11:45 0 9 0 0 0 0 0 0 0 0 0 0 0 9 23:45 0 5 1 0 0 0 0 0 0 0 0 0 0 6 TOTAL 0 418 94 0 21 5 0 0 2 0 0 0 0 540 TOTAL 1 719 143 0 17 6 0 0 1 0 0 0 0 887 AM PEAK HOUR 7:15 AM PM PEAK HOUR 2:45 PM
AM PEAK VOLUME 179 PM PEAK VOLUME 136
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 1 1,137 237 0 38 11 0 0 3 0 0 0 0 1,427 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.1% 79.7% 16.6% 0.0% 2.7% 0.8% 0.0% 0.0% 0.2% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, May 10, 2022

3.1-362
2294
A42621
DATE: CITY# Ontario
JOB #: SC3418 CLASS2 Haven north of Chino

AM NORTHBOUND PM NORTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 12 1 0 0 0 0 0 0 0 0 0 0 13 12:00 0 70 12 0 6 0 0 0 0 0 0 0 0 88 0:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12:15 0 51 15 0 3 0 0 0 0 0 0 0 0 69 0:30 0 6 1 0 0 0 0 0 0 0 0 0 0 7 12:30 0 54 14 0 2 1 0 0 0 0 0 0 0 71 0:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 12:45 0 64 7 0 1 1 0 0 0 0 0 0 0 73 1:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 13:00 0 49 6 0 2 0 0 0 1 0 0 0 0 58 1:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 13:15 0 67 6 0 4 0 0 0 0 0 0 0 0 77 1:30 0 1 1 0 0 0 0 0 0 0 0 0 0 2 13:30 0 74 8 0 2 0 0 0 0 0 0 0 0 84 1:45 0 2 0 0 0 0 0 0 0 0 0 0 0 2 13:45 0 44 12 1 1 0 0 0 0 0 0 0 0 58 2:00 0 7 0 0 0 0 0 0 0 0 0 0 0 7 14:00 0 84 20 0 8 1 0 0 0 0 0 0 0 113 2:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 14:15 0 78 13 1 4 0 0 0 0 0 0 0 0 96 2:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2 14:30 0 68 16 0 4 0 0 0 0 0 0 0 0 88 2:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:45 1 75 18 1 3 0 0 0 1 0 0 0 0 99 3:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 15:00 0 76 10 0 2 0 0 0 0 0 0 0 0 88 3:15 0 7 1 0 0 0 0 0 0 0 0 0 0 8 15:15 0 90 15 0 1 0 0 0 0 0 0 0 0 106 3:30 0 4 1 0 0 0 0 0 0 0 0 0 0 5 15:30 1 74 18 0 5 0 0 0 0 0 0 0 0 98 3:45 0 7 1 0 0 0 0 0 0 0 0 0 0 8 15:45 0 62 15 0 2 0 0 0 0 0 0 0 0 79 4:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 16:00 0 59 11 0 2 0 0 0 0 0 0 0 0 72 4:15 0 12 6 0 0 0 0 0 0 0 0 0 0 18 16:15 1 71 10 0 7 1 0 0 1 0 0 0 0 91 4:30 0 18 3 0 0 0 0 0 0 0 0 0 0 21 16:30 0 64 7 0 3 0 0 0 0 0 0 0 0 74 4:45 0 22 5 0 0 0 0 0 0 0 0 0 0 27 16:45 3 86 7 0 0 0 0 0 0 0 0 0 0 96 5:00 0 35 2 0 0 0 0 0 0 0 0 0 0 37 17:00 0 62 7 0 4 0 0 0 0 0 0 0 0 73 5:15 0 27 7 0 0 0 0 0 0 0 0 0 0 34 17:15 1 84 10 0 2 0 0 0 0 0 0 0 0 97 5:30 0 41 7 0 0 1 0 0 0 0 0 0 0 49 17:30 0 76 13 0 3 0 0 0 0 0 0 0 0 92 5:45 0 57 9 0 1 0 0 0 0 0 0 0 0 67 17:45 0 69 9 0 4 0 0 0 0 0 0 0 0 82 6:00 0 59 7 0 0 0 0 0 0 0 0 0 0 66 18:00 0 65 4 0 1 0 0 0 0 0 0 0 0 70 6:15 0 51 6 0 1 0 0 0 0 0 0 0 0 58 18:15 0 68 1 0 1 0 0 0 0 0 0 0 0 70 6:30 0 86 15 0 1 0 0 0 0 0 0 0 0 102 18:30 0 73 4 0 0 0 0 0 0 0 0 0 0 77 6:45 0 94 12 0 1 1 0 0 0 0 0 0 0 108 18:45 0 47 2 0 0 0 0 0 0 0 0 0 0 49 7:00 0 78 15 0 4 0 0 0 0 0 0 0 0 97 19:00 0 58 5 0 1 0 0 0 0 0 0 0 0 64 7:15 0 99 6 0 1 0 0 0 0 0 0 0 0 106 19:15 0 56 4 1 2 0 0 0 0 0 0 0 0 63 7:30 0 93 16 0 0 0 0 0 1 0 0 0 0 110 19:30 0 42 3 0 1 0 0 0 0 0 0 0 0 46 7:45 0 79 11 0 1 0 0 0 0 0 0 0 0 91 19:45 1 21 2 0 0 0 0 0 0 0 0 0 0 24 8:00 0 87 5 2 2 0 0 0 0 0 0 0 0 96 20:00 0 35 1 0 1 0 0 0 0 0 0 0 0 37 8:15 0 83 13 1 1 1 0 0 0 0 0 0 0 99 20:15 0 38 2 0 0 0 0 0 0 0 0 0 0 40 8:30 0 73 5 0 0 0 0 0 0 0 0 0 0 78 20:30 0 21 5 0 0 0 0 0 0 0 0 0 0 26 8:45 0 62 5 0 2 0 0 0 0 0 0 0 0 69 20:45 0 38 1 0 1 0 0 0 0 0 0 0 0 40 9:00 0 78 10 0 0 1 0 0 0 0 0 0 0 89 21:00 0 24 4 0 1 0 0 0 0 0 0 0 0 29 9:15 0 45 12 0 5 0 0 0 0 0 0 0 0 62 21:15 0 39 4 0 1 0 0 0 0 0 0 0 0 44 9:30 0 58 12 0 3 0 0 0 0 0 0 0 0 73 21:30 0 19 4 0 0 0 0 0 0 0 0 0 0 23 9:45 0 58 7 0 2 1 0 0 0 0 0 0 0 68 21:45 0 16 2 0 0 0 0 0 0 0 0 0 0 18 10:00 0 61 12 0 2 1 0 0 0 0 0 0 0 76 22:00 0 19 0 0 0 0 0 0 0 0 0 0 0 19 10:15 0 43 6 0 3 1 0 0 0 0 0 0 0 53 22:15 0 18 3 0 0 0 0 0 0 0 0 0 0 21 10:30 0 65 10 0 1 1 0 0 0 0 0 0 0 77 22:30 0 16 1 0 0 0 0 0 0 0 0 0 0 17 10:45 0 60 12 0 3 1 0 0 0 0 0 0 0 76 22:45 0 9 1 0 0 1 0 0 0 0 0 0 0 11 11:00 0 52 9 0 2 1 0 0 0 0 0 0 0 64 23:00 0 12 1 0 0 0 0 0 0 0 0 0 0 13 11:15 0 54 14 1 2 1 0 0 0 0 0 0 0 72 23:15 0 6 0 0 0 0 0 0 0 0 0 0 0 6 11:30 0 54 7 0 3 0 0 0 1 0 0 0 0 65 23:30 0 9 0 0 0 0 0 0 0 0 0 0 0 9 11:45 0 59 5 0 1 0 0 0 0 0 0 0 0 65 23:45 0 6 0 0 0 0 0 0 0 0 0 0 0 6 TOTAL 0 1,917 277 4 42 11 0 0 2 0 0 0 0 2,253 TOTAL 8 2,406 333 4 85 5 0 0 3 0 0 0 0 2,844 AM PEAK HOUR 6:45 AM PM PEAK HOUR 2:00 PM
AM PEAK VOLUME 421 PM PEAK VOLUME 396
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 8 4,323 610 8 127 16 0 0 5 0 0 0 0 5,097 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.2% 84.8% 12.0% 0.2% 2.5% 0.3% 0.0% 0.0% 0.1% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 18 8,404 1,165 20 227 31 0 1 9 0 0 0 0 9,875 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.2% 85.1% 11.8% 0.2% 2.3% 0.3% 0.0% 0.0% 0.1% 0.0% 0.0% 0.0% 0.0% 100.0% Tuesday, May 10, 2022
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

3.1-363
2295
DATE: CITY# Ontario
JOB #: SC3418 CLASS2 Haven north of Chino

AM SOUTHBOUND PM SOUTHBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 13 1 0 0 0 0 0 0 0 0 0 0 14 12:00 0 44 12 1 2 0 0 0 0 0 0 0 0 59 0:15 0 11 0 0 0 0 0 0 0 0 0 0 0 11 12:15 0 57 7 0 4 0 0 0 1 0 0 0 0 69 0:30 0 11 0 0 0 0 0 0 0 0 0 0 0 11 12:30 0 49 10 0 1 0 0 0 0 0 0 0 0 60 0:45 0 20 0 0 0 0 0 0 0 0 0 0 0 20 12:45 0 61 9 0 1 1 0 0 0 0 0 0 0 72 1:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 13:00 1 51 10 0 1 1 0 0 0 0 0 0 0 64 1:15 0 6 0 0 0 0 0 0 0 0 0 0 0 6 13:15 0 49 12 0 2 0 0 0 0 0 0 0 0 63 1:30 0 7 0 0 0 0 0 0 0 0 0 0 0 7 13:30 1 55 8 0 1 0 0 0 0 0 0 0 0 65 1:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 13:45 0 38 9 0 1 0 0 0 0 0 0 0 0 48 2:00 0 9 0 0 0 0 0 0 0 0 0 0 0 9 14:00 0 55 6 0 4 1 0 0 0 0 0 0 0 66 2:15 0 4 0 0 0 0 0 0 0 0 0 0 0 4 14:15 0 57 10 0 4 0 0 0 0 0 0 0 0 71 2:30 0 1 1 0 0 0 0 0 0 0 0 0 0 2 14:30 0 88 5 1 1 1 0 0 0 0 0 0 0 96 2:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 14:45 0 94 19 0 1 0 0 0 0 0 0 0 0 114 3:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 15:00 0 61 11 1 1 0 0 0 0 0 0 0 0 74 3:15 0 7 1 0 0 0 0 0 0 0 0 0 0 8 15:15 0 100 9 1 2 0 0 0 0 0 0 0 0 112 3:30 0 5 0 0 0 0 0 0 0 0 0 0 0 5 15:30 1 111 14 0 1 0 0 0 0 0 0 0 0 127 3:45 0 5 0 0 0 0 0 0 0 0 0 0 0 5 15:45 1 94 14 1 2 0 0 0 0 0 0 0 0 112 4:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 16:00 0 74 8 0 0 0 0 0 0 0 0 0 0 82 4:15 0 3 0 0 1 0 0 0 0 0 0 0 0 4 16:15 0 83 11 0 1 0 0 0 0 0 0 0 0 95 4:30 0 9 0 0 0 0 0 0 0 0 0 0 0 9 16:30 1 77 12 0 3 0 0 0 0 0 0 0 0 93 4:45 0 6 4 0 0 0 0 0 0 0 0 0 0 10 16:45 0 85 11 0 0 0 0 0 1 0 0 0 0 97 5:00 0 6 1 0 0 0 0 0 0 0 0 0 0 7 17:00 2 95 11 0 1 0 0 0 0 0 0 0 0 109 5:15 0 13 1 0 1 0 0 0 0 0 0 0 0 15 17:15 0 95 9 0 4 0 0 0 0 0 0 0 0 108 5:30 0 16 3 0 0 0 0 0 0 0 0 0 0 19 17:30 0 102 9 0 0 0 0 0 1 0 0 0 0 112 5:45 1 20 9 0 2 0 0 0 0 0 0 0 0 32 17:45 1 106 7 0 1 0 0 0 0 0 0 0 0 115 6:00 0 13 7 0 2 1 0 0 0 0 0 0 0 23 18:00 0 116 9 0 0 0 0 0 0 0 0 0 0 125 6:15 0 23 9 0 1 0 0 0 0 0 0 0 0 33 18:15 0 84 6 0 0 0 0 0 0 0 0 0 0 90 6:30 0 23 10 0 1 1 0 0 0 0 0 0 0 35 18:30 0 83 15 0 2 0 0 0 0 0 0 0 0 100 6:45 0 27 9 0 1 1 0 0 0 0 0 0 0 38 18:45 0 68 7 0 2 0 0 0 0 0 0 0 0 77 7:00 0 31 6 1 4 0 0 0 0 0 0 0 0 42 19:00 0 81 9 0 0 0 0 0 0 0 0 0 0 90 7:15 0 36 7 2 2 0 0 0 1 0 0 0 0 48 19:15 0 78 9 0 1 0 0 0 0 0 0 0 0 88 7:30 0 37 9 0 0 0 0 0 0 0 0 0 0 46 19:30 0 72 7 0 1 0 0 0 0 0 0 0 0 80 7:45 0 53 10 0 2 0 0 0 0 0 0 0 0 65 19:45 0 42 5 0 0 0 0 0 0 0 0 0 0 47 8:00 0 62 7 2 3 0 0 0 0 0 0 0 0 74 20:00 0 45 6 0 0 0 0 0 0 0 0 0 0 51 8:15 0 81 5 0 1 0 0 0 0 0 0 0 0 87 20:15 0 53 1 0 0 0 0 0 0 0 0 0 0 54 8:30 0 51 7 0 3 0 0 0 0 0 0 0 0 61 20:30 0 44 2 0 0 0 0 0 0 0 0 0 0 46 8:45 0 40 9 0 6 2 0 0 0 0 0 0 0 57 20:45 0 46 4 0 1 0 0 0 0 0 0 0 0 51 9:00 0 36 6 0 3 0 0 0 0 0 0 0 0 45 21:00 0 32 3 0 0 0 0 0 0 0 0 0 0 35 9:15 0 32 8 0 0 1 0 0 0 0 0 0 0 41 21:15 0 62 2 0 0 0 0 0 0 0 0 0 0 64 9:30 0 22 5 1 3 0 0 0 0 0 0 0 0 31 21:30 1 26 1 0 0 0 0 0 0 0 0 0 0 28 9:45 0 38 6 0 1 1 0 0 0 0 0 0 0 46 21:45 0 45 2 0 0 0 0 0 0 0 0 0 0 47 10:00 0 37 11 0 1 0 0 0 0 0 0 0 0 49 22:00 0 30 2 0 1 0 0 0 0 0 0 0 0 33 10:15 0 36 8 0 1 1 0 0 0 0 0 0 0 46 22:15 0 32 2 0 1 0 0 0 0 0 0 0 0 35 10:30 0 42 11 0 2 1 0 0 0 0 0 0 0 56 22:30 0 18 0 0 0 0 0 0 0 0 0 0 0 18 10:45 0 35 9 0 2 0 0 0 0 0 0 0 0 46 22:45 0 23 0 0 0 0 0 0 0 0 0 0 0 23 11:00 0 41 10 0 4 0 0 0 0 0 0 0 0 55 23:00 0 16 0 0 0 0 0 0 0 0 0 0 0 16 11:15 0 62 6 0 1 0 0 1 0 0 0 0 0 70 23:15 0 23 2 0 0 1 0 0 0 0 0 0 0 26 11:30 0 46 11 0 1 0 0 0 0 0 0 0 0 58 23:30 0 13 0 0 0 0 0 0 0 0 0 0 0 13 11:45 0 54 10 1 3 1 0 0 0 0 0 0 0 69 23:45 0 16 1 0 0 0 0 0 0 0 0 0 0 17 TOTAL 1 1,152 217 7 52 10 0 1 1 0 0 0 0 1,441 TOTAL 9 2,929 338 5 48 5 0 0 3 0 0 0 0 3,337 AM PEAK HOUR 7:45 AM PM PEAK HOUR 5:15 PM
AM PEAK VOLUME 287 PM PEAK VOLUME 460
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 10 4,081 555 12 100 15 0 1 4 0 0 0 0 4,778 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.2% 85.4% 11.6% 0.3% 2.1% 0.3% 0.0% 0.0% 0.1% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, May 10, 2022

3.1-364
2296
A816
DATE: CITY: Ontario
JOB #: SC3418 LOCATION: CLASS3 Schaefer west of Turner

AM EASTBOUND PM EASTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 0 7 1 0 0 0 0 0 0 0 0 0 0 8 0:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 0 5 4 0 0 0 0 0 0 0 0 0 0 9 0:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12:30 0 6 0 0 1 0 0 0 0 0 0 0 0 7 0:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 0 12 0 0 0 0 0 0 1 0 0 0 0 13 1:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:00 0 8 3 0 1 0 0 0 0 0 0 0 0 12 1:15 0 0 1 0 0 0 0 0 0 0 0 0 0 1 13:15 0 9 0 0 1 0 0 0 0 0 0 0 0 10 1:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 13:30 0 10 0 0 0 0 0 0 0 0 0 0 0 10 1:45 0 0 1 0 0 0 0 0 0 0 0 0 0 1 13:45 0 7 0 0 1 0 0 0 0 0 0 0 0 8 2:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:00 0 8 1 0 0 0 0 0 0 0 0 0 0 9 2:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:15 0 7 4 0 1 0 0 0 0 0 0 0 0 12 2:30 0 2 0 0 0 0 0 0 0 0 0 0 0 2 14:30 0 18 0 0 0 0 0 0 0 0 0 0 0 18 2:45 0 1 1 0 0 0 0 0 0 0 0 0 0 2 14:45 0 17 4 0 2 0 0 0 0 0 0 0 0 23 3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 0 7 3 0 0 0 0 0 0 0 0 0 0 10 3:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:15 0 10 1 0 0 0 0 0 0 0 0 0 0 11 3:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 15:30 0 11 3 0 0 0 0 0 0 0 0 0 0 14 3:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:45 0 9 3 0 0 0 0 0 0 0 0 0 0 12 4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 10 3 0 0 0 0 0 0 0 0 0 0 13 4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 7 1 0 0 1 0 0 0 0 0 0 0 9 4:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 14 3 0 1 0 0 0 0 0 0 0 0 18 4:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:45 0 15 2 0 0 0 0 0 0 0 0 0 0 17 5:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 10 2 0 0 0 0 0 0 0 0 0 0 12 5:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 17:15 0 14 1 0 0 0 0 0 0 0 0 0 0 15 5:30 0 2 1 0 0 0 0 0 0 0 0 0 0 3 17:30 0 15 1 0 0 0 0 0 0 0 0 0 0 16 5:45 0 1 1 0 0 0 0 0 0 0 0 0 0 2 17:45 0 16 1 0 0 0 0 0 0 0 0 0 0 17 6:00 0 4 1 0 1 0 0 0 0 0 0 0 0 6 18:00 0 13 1 0 0 0 0 0 0 0 0 0 0 14 6:15 0 2 1 0 1 0 0 0 0 0 0 0 0 4 18:15 0 8 1 0 0 0 0 0 0 0 0 0 0 9 6:30 0 5 2 0 0 0 0 0 0 0 0 0 0 7 18:30 0 12 0 0 1 0 0 0 0 0 0 0 0 13 6:45 0 7 2 0 0 0 0 0 0 0 0 0 0 9 18:45 0 6 0 0 0 0 0 0 0 0 0 0 0 6 7:00 0 4 0 0 0 0 0 0 0 0 0 0 0 4 19:00 0 8 2 0 0 0 0 0 0 0 0 0 0 10 7:15 0 9 1 0 0 0 0 0 0 0 0 0 0 10 19:15 0 8 1 0 0 0 0 0 0 0 0 0 0 9 7:30 0 10 2 0 1 0 0 0 0 0 0 0 0 13 19:30 0 8 1 0 0 0 0 0 0 0 0 0 0 9 7:45 0 18 1 1 0 0 0 0 0 0 0 0 0 20 19:45 0 9 0 0 0 0 0 0 0 0 0 0 0 9 8:00 0 12 0 1 1 0 0 0 0 0 0 0 0 14 20:00 0 5 0 0 0 0 0 0 0 0 0 0 0 5 8:15 0 8 0 0 0 0 0 0 0 0 0 0 0 8 20:15 0 4 1 0 0 0 0 0 0 0 0 0 0 5 8:30 0 6 3 0 0 0 0 0 0 0 0 0 0 9 20:30 0 6 3 0 0 0 0 0 0 0 0 0 0 9 8:45 0 8 1 0 0 0 0 0 0 0 0 0 0 9 20:45 0 5 0 0 0 0 0 0 0 0 0 0 0 5 9:00 0 4 2 0 0 0 0 0 0 0 0 0 0 6 21:00 0 3 1 0 0 0 0 0 0 0 0 0 0 4 9:15 0 6 2 0 0 0 0 0 0 0 0 0 0 8 21:15 0 6 0 0 0 0 0 0 0 0 0 0 0 6 9:30 0 7 0 0 0 0 0 0 0 0 0 0 0 7 21:30 0 4 1 0 1 0 0 0 0 0 0 0 0 6 9:45 0 6 0 0 0 0 0 0 0 0 0 0 0 6 21:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 10:00 0 3 1 0 0 0 0 0 0 0 0 0 0 4 22:00 0 9 1 0 0 0 0 0 0 0 0 0 0 10 10:15 0 1 0 0 0 0 0 0 0 0 0 0 0 1 22:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 10:30 0 6 2 0 0 0 0 0 0 0 0 0 0 8 22:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 0 2 1 0 1 0 0 0 0 0 0 0 0 4 22:45 0 4 0 0 0 0 0 0 0 0 0 0 0 4 11:00 0 5 3 0 0 0 0 0 0 0 0 0 0 8 23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 0 2 2 0 0 0 0 0 0 0 0 0 0 4 23:15 0 3 2 0 0 0 0 0 0 0 0 0 0 5 11:30 0 4 1 0 1 0 0 0 0 0 0 0 0 6 23:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:45 0 4 1 0 0 0 0 0 0 0 0 0 0 5 23:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 153 34 2 6 0 0 0 0 0 0 0 0 195 TOTAL 0 380 56 0 10 1 0 0 1 0 0 0 0 448 AM PEAK HOUR 7:15 AM PM PEAK HOUR 2:15 PM
AM PEAK VOLUME 57 PM PEAK VOLUME 63
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 0 533 90 2 16 1 0 0 1 0 0 0 0 643 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.0% 82.9% 14.0% 0.3% 2.5% 0.2% 0.0% 0.0% 0.2% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers TOTAL: ALL 0 1,145 181 9 34 1 0 0 3 0 0 0 0 1,373 CLASS 7 4 or More Axles, Single Unit % OF TOTAL 0.0% 178.1% 28.1% 1.4% 5.3% 0.2% 0.0% 0.0% 0.5% 0.0% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, May 10, 2022

3.1-365
2297
DATE: CITY: Ontario
JOB #: SC3418 LOCATION: CLASS3 Schaefer west of Turner

AM WESTBOUND PM WESTBOUND
TIME 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL 0:00 0 1 1 0 0 0 0 0 0 0 0 0 0 2 12:00 0 1 3 1 1 0 0 0 0 0 0 0 0 6 0:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 12:15 0 13 1 0 1 0 0 0 0 0 0 0 0 15 0:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 0 10 2 0 0 0 0 0 0 0 0 0 0 12 0:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 12:45 0 9 0 0 0 0 0 0 0 0 0 0 0 9 1:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 13:00 0 9 0 0 1 0 0 0 0 0 0 0 0 10 1:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:15 0 10 0 0 0 0 0 0 1 0 0 0 0 11 1:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:30 0 6 2 1 0 0 0 0 0 0 0 0 0 9 1:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13:45 0 5 2 0 0 0 0 0 0 0 0 0 0 7 2:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:00 0 14 3 0 0 0 0 0 0 0 0 0 0 17 2:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 14:15 0 8 1 0 0 0 0 0 0 0 0 0 0 9 2:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14:30 0 10 2 1 1 0 0 0 0 0 0 0 0 14 2:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 14:45 0 14 4 0 2 0 0 0 0 0 0 0 0 20 3:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15:00 0 6 0 1 0 0 0 0 0 0 0 0 0 7 3:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 15:15 0 11 0 0 0 0 0 0 0 0 0 0 0 11 3:30 0 0 1 0 0 0 0 0 0 0 0 0 0 1 15:30 0 6 2 0 0 0 0 0 0 0 0 0 0 8 3:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 15:45 0 8 1 0 0 0 0 0 0 0 0 0 0 9 4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:00 0 8 4 0 1 0 0 0 0 0 0 0 0 13 4:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 12 0 0 0 0 0 0 1 0 0 0 0 13 4:30 0 5 1 0 0 0 0 0 0 0 0 0 0 6 16:30 0 10 1 0 0 0 0 0 0 0 0 0 0 11 4:45 0 0 1 0 0 0 0 0 0 0 0 0 0 1 16:45 0 6 1 0 0 0 0 0 0 0 0 0 0 7 5:00 0 2 1 0 0 0 0 0 0 0 0 0 0 3 17:00 0 11 1 0 0 0 0 0 0 0 0 0 0 12 5:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 17:15 0 14 1 0 0 0 0 0 0 0 0 0 0 15 5:30 0 1 1 0 0 0 0 0 0 0 0 0 0 2 17:30 0 11 0 0 0 0 0 0 0 0 0 0 0 11 5:45 0 2 1 0 0 0 0 0 0 0 0 0 0 3 17:45 0 8 3 0 0 0 0 0 0 0 0 0 0 11 6:00 0 5 1 0 0 0 0 0 0 0 0 0 0 6 18:00 0 9 1 0 0 0 0 0 0 0 0 0 0 10 6:15 0 13 0 0 0 0 0 0 0 0 0 0 0 13 18:15 0 8 0 0 0 0 0 0 0 0 0 0 0 8 6:30 0 9 0 0 0 0 0 0 0 0 0 0 0 9 18:30 0 8 1 0 0 0 0 0 0 0 0 0 0 9 6:45 0 15 1 1 0 0 0 0 0 0 0 0 0 17 18:45 0 12 1 0 0 0 0 0 0 0 0 0 0 13 7:00 0 16 3 0 0 0 0 0 0 0 0 0 0 19 19:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 7:15 0 27 1 0 2 0 0 0 0 0 0 0 0 30 19:15 0 2 1 0 0 0 0 0 0 0 0 0 0 3 7:30 0 20 5 0 1 0 0 0 0 0 0 0 0 26 19:30 0 10 2 0 0 0 0 0 0 0 0 0 0 12 7:45 0 28 5 0 0 0 0 0 0 0 0 0 0 33 19:45 0 11 3 0 0 0 0 0 0 0 0 0 0 14 8:00 0 12 2 1 1 0 0 0 0 0 0 0 0 16 20:00 0 6 0 0 0 0 0 0 0 0 0 0 0 6 8:15 0 14 1 1 0 0 0 0 0 0 0 0 0 16 20:15 0 8 0 0 0 0 0 0 0 0 0 0 0 8 8:30 0 4 1 0 1 0 0 0 0 0 0 0 0 6 20:30 0 3 1 0 0 0 0 0 0 0 0 0 0 4 8:45 0 10 4 0 0 0 0 0 0 0 0 0 0 14 20:45 0 5 0 0 0 0 0 0 0 0 0 0 0 5 9:00 0 11 3 0 1 0 0 0 0 0 0 0 0 15 21:00 0 7 1 0 0 0 0 0 0 0 0 0 0 8 9:15 0 10 0 0 1 0 0 0 0 0 0 0 0 11 21:15 0 6 0 0 0 0 0 0 0 0 0 0 0 6 9:30 0 2 2 0 0 0 0 0 0 0 0 0 0 4 21:30 0 2 1 0 0 0 0 0 0 0 0 0 0 3 9:45 0 6 1 0 0 0 0 0 0 0 0 0 0 7 21:45 0 4 1 0 0 0 0 0 0 0 0 0 0 5 10:00 0 14 0 0 0 0 0 0 0 0 0 0 0 14 22:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 10:15 0 4 1 0 0 0 0 0 0 0 0 0 0 5 22:15 0 1 1 0 0 0 0 0 0 0 0 0 0 2 10:30 0 5 0 0 2 0 0 0 0 0 0 0 0 7 22:30 0 1 0 0 0 0 0 0 0 0 0 0 0 1 10:45 0 2 0 0 1 0 0 0 0 0 0 0 0 3 22:45 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:00 0 6 2 0 0 0 0 0 0 0 0 0 0 8 23:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1 11:15 0 8 2 0 1 0 0 0 0 0 0 0 0 11 23:15 0 2 0 0 0 0 0 0 0 0 0 0 0 2 11:30 0 7 0 0 0 0 0 0 0 0 0 0 0 7 23:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 0 6 0 0 0 0 0 0 0 0 0 0 0 6 23:45 0 0 1 0 0 0 0 0 0 0 0 0 0 1 TOTAL 0 278 42 3 11 0 0 0 0 0 0 0 0 334 TOTAL 0 334 49 4 7 0 0 0 2 0 0 0 0 396 AM PEAK HOUR 7:00 AM PM PEAK HOUR 2:00 PM
AM PEAK VOLUME 108 PM PEAK VOLUME 60
CLASS 1 Class 1 — Motorcycles CLASS 8 3 to 4 Axles, Single Trailer TOTAL: AM+PM 0 612 91 7 18 0 0 0 2 0 0 0 0 730 CLASS 2 Passenger Cars CLASS 9 5 Axles, Single Trailer % OF TOTAL 0.0% 83.8% 12.5% 1.0% 2.5% 0.0% 0.0% 0.0% 0.3% 0.0% 0.0% 0.0% 0.0% 100.0% CLASS 3 2 Axles, 4-Tire Single Units CLASS 10 6 or More Axles, Single Trailer CLASS 4 Buses CLASS 11 5 or Less Axles, Multi-Trailers Class 1 2 3 4 5 6 7 8 9 10 11 12 13 CLASS 5 2 Axles, 6-Tire Single Units CLASS 12 6 Axles, Multi-Trailers CLASS 6 3 Axles, Single Unit CLASS 13 7 or More Axles, Multi-Trailers CLASS 7 4 or More Axles, Single Unit
24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION) PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Tuesday, May 10, 2022

3.1-366
2298

Page 1 ends

City of Ontario
Chino Avenue
E/ Mill Creek Avenue
24 Hour Directional Classification Count
ONT001
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Eastbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
05:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 0 0 1 0 0 0 0 0 0 0 0 0 0 1
08:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
09:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
10:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12 PM 0 1 1 0 0 0 0 0 0 0 0 0 0 2
13:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
14:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
15:00 0 1 1 0 0 0 0 0 0 0 0 0 0 2
16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
19:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
20:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
21:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
22:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 5 3 0 0 0 0 0 0 0 0 0 0 8
Percent 0.0% 62.5% 37.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 04:00 07:00 04:00
Vol. 1 1 1
PM Peak 12:00 12:00 12:00
Vol. 1 1 2

Grand
Total 0 5 3 0 0 0 0 0 0 0 0 0 0 8
Percent 0.0% 62.5% 37.5% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%

3.1-367
2299

Page 2 ends

City of Ontario
Chino Avenue
E/ Mill Creek Avenue
24 Hour Directional Classification Count
ONT001
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
05:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
08:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
09:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
10:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 1
13:00 0 0 1 0 0 0 0 0 0 0 0 0 0 1
14:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
15:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
17:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
19:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
20:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
21:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
22:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 5 1 0 0 0 0 0 0 0 0 0 0 6
Percent 0.0% 83.3% 16.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 04:00 04:00
Vol. 1 1
PM Peak 12:00 13:00 12:00
Vol. 1 1 1

Grand
Total 0 5 1 0 0 0 0 0 0 0 0 0 0 6
Percent 0.0% 83.3% 16.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%

3.1-368
2300

Page 3 ends

City of Ontario
Chino Avenue
E/ Mill Creek Avenue
24 Hour Directional Classification Count
ONT001
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Eastbound, Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 0 0 0 0 0 0 0 0 0 0 0 0 0 0
01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 0 2 0 0 0 0 0 0 0 0 0 0 0 2
05:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
06:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
07:00 0 0 1 0 0 0 0 0 0 0 0 0 0 1
08:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
09:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
10:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
11:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
12 PM 0 2 1 0 0 0 0 0 0 0 0 0 0 3
13:00 0 0 1 0 0 0 0 0 0 0 0 0 0 1
14:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
15:00 0 2 1 0 0 0 0 0 0 0 0 0 0 3
16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
17:00 0 1 0 0 0 0 0 0 0 0 0 0 0 1
18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
19:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
20:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
21:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
22:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
23:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Total 0 10 4 0 0 0 0 0 0 0 0 0 0 14
Percent 0.0% 71.4% 28.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 04:00 07:00 04:00
Vol. 2 1 2
PM Peak 12:00 12:00 12:00
Vol. 2 1 3

Grand
Total 0 10 4 0 0 0 0 0 0 0 0 0 0 14
Percent 0.0% 71.4% 28.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0%

3.1-369
2301

Page 1 ends

City of Ontario
Hamner Avenue
N/ Ontario Ranch Road
24 Hour Directional Classification Count
ONT003
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Northbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 0 42 0 0 0 3 0 0 5 0 3 0 0 53
01:00 0 48 8 0 1 3 0 0 2 0 1 0 0 63
02:00 0 45 12 0 0 1 0 0 4 0 3 0 0 65
03:00 1 118 17 0 0 1 0 0 3 0 0 0 0 140
04:00 2 276 33 0 3 4 0 0 11 2 0 0 0 331
05:00 2 345 61 0 13 7 2 0 8 2 0 0 0 440
06:00 3 407 66 0 14 5 0 0 12 1 2 0 0 510
07:00 2 783 94 0 12 4 3 2 19 0 0 0 0 919
08:00 1 732 94 0 15 10 3 2 34 1 0 1 0 893
09:00 0 385 61 0 13 9 0 4 37 0 0 0 0 509
10:00 0 312 58 1 9 11 1 5 27 0 0 0 0 424
11:00 0 329 68 0 13 8 3 5 30 1 0 0 0 457
12 PM 0 396 43 0 15 15 1 3 25 0 0 0 0 498
13:00 2 416 60 0 12 10 1 6 26 0 0 0 0 533
14:00 1 450 62 1 20 9 0 16 20 0 0 0 0 579
15:00 0 530 101 1 15 13 0 11 20 0 0 0 0 691
16:00 0 480 76 0 13 6 2 17 19 1 0 0 0 614
17:00 0 432 65 0 12 12 0 13 13 0 0 0 0 547
18:00 0 392 47 0 1 14 0 12 14 0 2 0 0 482
19:00 1 261 21 0 6 6 0 7 11 0 0 0 0 313
20:00 1 242 19 0 1 3 0 4 9 0 1 0 0 280
21:00 0 162 8 0 2 5 1 1 8 0 2 0 0 189
22:00 0 111 3 0 3 4 0 2 10 0 1 0 0 134
23:00 1 47 5 0 1 2 0 0 6 0 3 0 0 65
Total 17 7741 1082 3 194 165 17 110 373 8 18 1 0 9729
Percent 0.2% 79.6% 11.1% 0.0% 2.0% 1.7% 0.2% 1.1% 3.8% 0.1% 0.2% 0.0% 0.0% AM Peak 06:00 07:00 07:00 10:00 08:00 10:00 07:00 10:00 09:00 04:00 00:00 08:00 07:00 Vol. 3 783 94 1 15 11 3 5 37 2 3 1 919
PM Peak 13:00 15:00 15:00 14:00 14:00 12:00 16:00 16:00 13:00 16:00 23:00 15:00 Vol. 2 530 101 1 20 15 2 17 26 1 3 691

Grand
Total 17 7741 1082 3 194 165 17 110 373 8 18 1 0 9729
Percent 0.2% 79.6% 11.1% 0.0% 2.0% 1.7% 0.2% 1.1% 3.8% 0.1% 0.2% 0.0% 0.0%

3.1-370
2302

Page 2 ends

City of Ontario
Hamner Avenue
N/ Ontario Ranch Road
24 Hour Directional Classification Count
ONT003
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Southbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 1 68 3 0 0 3 0 0 7 0 0 0 0 82
01:00 0 51 2 0 2 2 2 2 4 0 4 0 0 69
02:00 0 48 2 0 1 1 0 0 6 0 3 0 0 61
03:00 0 49 0 0 0 5 0 2 10 0 1 0 0 67
04:00 0 57 8 0 5 4 0 5 9 0 0 0 0 88
05:00 0 66 10 0 3 6 0 2 6 0 1 0 0 94
06:00 0 152 32 0 9 8 0 0 21 0 3 0 0 225
07:00 0 250 45 1 9 10 0 2 27 0 1 0 0 345
08:00 1 248 48 1 6 10 0 2 23 0 1 0 0 340
09:00 0 206 36 0 21 12 0 6 29 0 0 0 0 310
10:00 0 249 41 1 6 7 0 9 21 0 0 0 0 334
11:00 1 267 56 0 12 8 1 3 17 0 0 0 0 365
12 PM 1 365 73 0 12 10 0 5 13 0 0 0 0 479
13:00 0 338 77 0 7 5 0 7 16 0 0 0 0 450
14:00 5 430 98 0 6 8 0 10 17 0 0 0 0 574
15:00 4 617 117 0 11 9 0 6 25 0 0 0 0 789
16:00 3 573 92 0 9 7 0 3 10 0 0 0 0 697
17:00 2 729 108 0 4 2 0 4 14 0 0 0 0 863
18:00 1 550 80 0 8 6 0 4 11 0 0 0 0 660
19:00 0 357 48 0 1 7 0 4 13 0 0 0 0 430
20:00 1 265 18 0 1 6 0 4 7 0 0 0 0 302
21:00 0 226 19 0 0 4 0 2 7 0 0 0 0 258
22:00 0 157 2 0 1 2 0 1 8 0 4 0 0 175
23:00 1 86 4 0 0 2 0 1 9 0 1 0 0 104
Total 21 6404 1019 3 134 144 3 84 330 0 19 0 0 8161
Percent 0.3% 78.5% 12.5% 0.0% 1.6% 1.8% 0.0% 1.0% 4.0% 0.0% 0.2% 0.0% 0.0% AM Peak 00:00 11:00 11:00 07:00 09:00 09:00 01:00 10:00 09:00 01:00 11:00 Vol. 1 267 56 1 21 12 2 9 29 4 365
PM Peak 14:00 17:00 15:00 12:00 12:00 14:00 15:00 22:00 17:00 Vol. 5 729 117 12 10 10 25 4 863

Grand
Total 21 6404 1019 3 134 144 3 84 330 0 19 0 0 8161
Percent 0.3% 78.5% 12.5% 0.0% 1.6% 1.8% 0.0% 1.0% 4.0% 0.0% 0.2% 0.0% 0.0%

3.1-371
2303

Page 3 ends

City of Ontario
Hamner Avenue
N/ Ontario Ranch Road
24 Hour Directional Classification Count
ONT003
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Northbound, Southbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 1 110 3 0 0 6 0 0 12 0 3 0 0 135
01:00 0 99 10 0 3 5 2 2 6 0 5 0 0 132
02:00 0 93 14 0 1 2 0 0 10 0 6 0 0 126
03:00 1 167 17 0 0 6 0 2 13 0 1 0 0 207
04:00 2 333 41 0 8 8 0 5 20 2 0 0 0 419
05:00 2 411 71 0 16 13 2 2 14 2 1 0 0 534
06:00 3 559 98 0 23 13 0 0 33 1 5 0 0 735
07:00 2 1033 139 1 21 14 3 4 46 0 1 0 0 1264
08:00 2 980 142 1 21 20 3 4 57 1 1 1 0 1233
09:00 0 591 97 0 34 21 0 10 66 0 0 0 0 819
10:00 0 561 99 2 15 18 1 14 48 0 0 0 0 758
11:00 1 596 124 0 25 16 4 8 47 1 0 0 0 822
12 PM 1 761 116 0 27 25 1 8 38 0 0 0 0 977
13:00 2 754 137 0 19 15 1 13 42 0 0 0 0 983
14:00 6 880 160 1 26 17 0 26 37 0 0 0 0 1153
15:00 4 1147 218 1 26 22 0 17 45 0 0 0 0 1480
16:00 3 1053 168 0 22 13 2 20 29 1 0 0 0 1311
17:00 2 1161 173 0 16 14 0 17 27 0 0 0 0 1410
18:00 1 942 127 0 9 20 0 16 25 0 2 0 0 1142
19:00 1 618 69 0 7 13 0 11 24 0 0 0 0 743
20:00 2 507 37 0 2 9 0 8 16 0 1 0 0 582
21:00 0 388 27 0 2 9 1 3 15 0 2 0 0 447
22:00 0 268 5 0 4 6 0 3 18 0 5 0 0 309
23:00 2 133 9 0 1 4 0 1 15 0 4 0 0 169
Total 38 14145 2101 6 328 309 20 194 703 8 37 1 0 17890 Percent 0.2% 79.1% 11.7% 0.0% 1.8% 1.7% 0.1% 1.1% 3.9% 0.0% 0.2% 0.0% 0.0% AM Peak 06:00 07:00 08:00 10:00 09:00 09:00 11:00 10:00 09:00 04:00 02:00 08:00 07:00 Vol. 3 1033 142 2 34 21 4 14 66 2 6 1 1264
PM Peak 14:00 17:00 15:00 14:00 12:00 12:00 16:00 14:00 15:00 16:00 22:00 15:00 Vol. 6 1161 218 1 27 25 2 26 45 1 5 1480

Grand
Total 38 14145 2101 6 328 309 20 194 703 8 37 1 0 17890 Percent 0.2% 79.1% 11.7% 0.0% 1.8% 1.7% 0.1% 1.1% 3.9% 0.0% 0.2% 0.0% 0.0%

3.1-372
2304

Page 1 ends

City of Ontario
Ontario Ranch Road
W/ Hamner Avenue
24 Hour Directional Classification Count
ONT002
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Eastbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 0 47 3 0 0 3 0 2 6 0 0 0 0 61
01:00 0 34 4 0 2 2 0 0 10 0 1 0 0 53
02:00 0 28 1 0 1 5 0 1 6 1 3 0 0 46
03:00 0 55 3 0 1 5 0 3 9 0 2 0 0 78
04:00 0 104 8 0 2 4 0 0 19 1 7 0 0 145
05:00 1 177 29 0 7 11 1 1 34 2 7 0 0 270
06:00 0 268 55 1 9 12 6 1 39 3 5 0 0 399
07:00 3 502 58 1 10 17 2 1 41 1 2 0 0 638
08:00 0 425 50 0 15 11 4 2 38 3 14 2 1 565
09:00 4 396 58 1 14 18 2 2 39 1 5 1 0 541
10:00 0 381 67 1 21 19 3 1 43 0 10 2 0 548
11:00 1 362 67 3 12 26 1 3 49 4 13 4 0 545
12 PM 0 361 72 1 19 21 0 3 48 0 5 0 1 531
13:00 2 435 82 1 28 25 1 5 40 0 8 1 0 628
14:00 1 579 157 1 33 23 2 7 34 0 7 1 0 845
15:00 3 640 193 1 15 20 0 10 25 0 3 2 0 912
16:00 3 638 136 1 25 12 0 13 24 0 0 0 0 852
17:00 2 706 112 1 14 23 0 8 24 0 1 0 0 891
18:00 0 617 74 1 3 25 0 6 20 0 0 0 0 746
19:00 1 358 57 1 2 11 1 5 12 0 0 0 0 448
20:00 0 268 24 1 3 11 0 4 11 0 0 0 0 322
21:00 0 203 9 1 2 4 0 2 11 0 0 0 0 232
22:00 0 123 8 0 2 10 0 4 13 0 0 1 0 161
23:00 0 97 1 0 1 5 0 0 11 0 0 0 0 115
Total 21 7804 1328 17 241 323 23 84 606 16 93 14 2 10572 Percent 0.2% 73.8% 12.6% 0.2% 2.3% 3.1% 0.2% 0.8% 5.7% 0.2% 0.9% 0.1% 0.0% AM Peak 09:00 07:00 10:00 11:00 10:00 11:00 06:00 03:00 11:00 11:00 08:00 11:00 08:00 07:00 Vol. 4 502 67 3 21 26 6 3 49 4 14 4 1 638
PM Peak 15:00 17:00 15:00 12:00 14:00 13:00 14:00 16:00 12:00 13:00 15:00 12:00 15:00 Vol. 3 706 193 1 33 25 2 13 48 8 2 1 912

Grand
Total 21 7804 1328 17 241 323 23 84 606 16 93 14 2 10572 Percent 0.2% 73.8% 12.6% 0.2% 2.3% 3.1% 0.2% 0.8% 5.7% 0.2% 0.9% 0.1% 0.0%

3.1-373
2305

Page 2 ends

City of Ontario
Ontario Ranch Road
W/ Hamner Avenue
24 Hour Directional Classification Count
ONT002
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 0 78 4 0 1 6 0 1 16 0 0 0 0 106
01:00 0 41 4 0 2 6 2 5 13 1 0 0 0 74
02:00 0 43 4 0 3 5 0 2 14 0 0 0 0 71
03:00 0 89 14 0 1 14 0 1 9 0 5 1 0 134
04:00 4 244 45 1 2 7 0 3 15 0 4 1 0 326
05:00 0 535 128 1 13 25 1 3 18 1 4 0 0 729
06:00 2 561 241 1 25 40 0 3 34 1 2 0 0 910
07:00 3 457 142 1 24 24 1 1 44 0 14 2 0 713
08:00 0 413 111 1 26 23 0 2 41 0 5 0 0 622
09:00 0 316 65 3 30 27 2 6 39 0 14 2 0 504
10:00 0 298 73 1 18 20 0 11 48 0 7 1 0 477
11:00 1 344 75 1 15 20 3 5 34 1 11 3 0 513
12 PM 1 422 68 1 22 17 3 8 52 0 10 3 0 607
13:00 1 407 79 1 10 20 5 4 48 3 3 1 0 582
14:00 2 432 81 1 21 11 2 11 53 0 12 0 0 626
15:00 2 564 82 0 17 15 0 12 49 4 2 0 0 747
16:00 3 578 89 1 12 10 0 4 43 7 0 0 0 747
17:00 2 720 88 1 9 7 0 2 39 10 0 0 0 878
18:00 2 615 60 1 9 12 0 7 26 2 1 0 0 735
19:00 2 448 59 1 4 12 0 4 17 0 0 0 0 547
20:00 0 482 40 1 1 7 0 6 17 0 0 0 0 554
21:00 0 326 17 1 1 8 0 3 9 0 0 0 0 365
22:00 0 195 3 1 1 10 0 1 19 0 1 0 0 231
23:00 0 126 5 0 0 3 0 2 16 0 0 0 0 152
Total 25 8734 1577 20 267 349 19 107 713 30 95 14 0 11950 Percent 0.2% 73.1% 13.2% 0.2% 2.2% 2.9% 0.2% 0.9% 6.0% 0.3% 0.8% 0.1% 0.0% AM Peak 04:00 06:00 06:00 09:00 09:00 06:00 11:00 10:00 10:00 01:00 07:00 11:00 06:00 Vol. 4 561 241 3 30 40 3 11 48 1 14 3 910
PM Peak 16:00 17:00 16:00 12:00 12:00 13:00 13:00 15:00 14:00 17:00 14:00 12:00 17:00 Vol. 3 720 89 1 22 20 5 12 53 10 12 3 878

Grand
Total 25 8734 1577 20 267 349 19 107 713 30 95 14 0 11950 Percent 0.2% 73.1% 13.2% 0.2% 2.2% 2.9% 0.2% 0.9% 6.0% 0.3% 0.8% 0.1% 0.0%

3.1-374
2306

Page 3 ends

City of Ontario
Ontario Ranch Road
W/ Hamner Avenue
24 Hour Directional Classification Count
ONT002
Site Code: 051-22421
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Eastbound, Westbound
Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 05/10/22 0 125 7 0 1 9 0 3 22 0 0 0 0 167
01:00 0 75 8 0 4 8 2 5 23 1 1 0 0 127
02:00 0 71 5 0 4 10 0 3 20 1 3 0 0 117
03:00 0 144 17 0 2 19 0 4 18 0 7 1 0 212
04:00 4 348 53 1 4 11 0 3 34 1 11 1 0 471
05:00 1 712 157 1 20 36 2 4 52 3 11 0 0 999
06:00 2 829 296 2 34 52 6 4 73 4 7 0 0 1309
07:00 6 959 200 2 34 41 3 2 85 1 16 2 0 1351
08:00 0 838 161 1 41 34 4 4 79 3 19 2 1 1187
09:00 4 712 123 4 44 45 4 8 78 1 19 3 0 1045
10:00 0 679 140 2 39 39 3 12 91 0 17 3 0 1025
11:00 2 706 142 4 27 46 4 8 83 5 24 7 0 1058
12 PM 1 783 140 2 41 38 3 11 100 0 15 3 1 1138
13:00 3 842 161 2 38 45 6 9 88 3 11 2 0 1210
14:00 3 1011 238 2 54 34 4 18 87 0 19 1 0 1471
15:00 5 1204 275 1 32 35 0 22 74 4 5 2 0 1659
16:00 6 1216 225 2 37 22 0 17 67 7 0 0 0 1599
17:00 4 1426 200 2 23 30 0 10 63 10 1 0 0 1769
18:00 2 1232 134 2 12 37 0 13 46 2 1 0 0 1481
19:00 3 806 116 2 6 23 1 9 29 0 0 0 0 995
20:00 0 750 64 2 4 18 0 10 28 0 0 0 0 876
21:00 0 529 26 2 3 12 0 5 20 0 0 0 0 597
22:00 0 318 11 1 3 20 0 5 32 0 1 1 0 392
23:00 0 223 6 0 1 8 0 2 27 0 0 0 0 267
Total 46 16538 2905 37 508 672 42 191 1319 46 188 28 2 22522 Percent 0.2% 73.4% 12.9% 0.2% 2.3% 3.0% 0.2% 0.8% 5.9% 0.2% 0.8% 0.1% 0.0% AM Peak 07:00 07:00 06:00 09:00 09:00 06:00 06:00 10:00 10:00 11:00 11:00 11:00 08:00 07:00 Vol. 6 959 296 4 44 52 6 12 91 5 24 7 1 1351
PM Peak 16:00 17:00 15:00 12:00 14:00 13:00 13:00 15:00 12:00 17:00 14:00 12:00 12:00 17:00 Vol. 6 1426 275 2 54 45 6 22 100 10 19 3 1 1769

Grand
Total 46 16538 2905 37 508 672 42 191 1319 46 188 28 2 22522 Percent 0.2% 73.4% 12.9% 0.2% 2.3% 3.0% 0.2% 0.8% 5.9% 0.2% 0.8% 0.1% 0.0%

3.1-375
2307
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
2308
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS
2309
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
2310
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 336 8 442 761 953 397 160
Future Volume (vph) 336 8 442 761 953 397 160
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 4 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 8.0 8.0 8.0
Minimum Split (s) 10.8 10.8 10.8 10.0 43.8 38.8 38.8
Total Split (s) 23.0 23.0 23.0 27.0 67.0 40.0 40.0
Total Split (%) 25.6% 25.6% 25.6% 30.0% 74.4% 44.4% 44.4% Yellow Time (s) 4.8 4.8 4.8 4.0 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.0 5.8 5.8 5.8
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Min C-Min C-Min
Act Effct Green (s) 20.1 20.1 20.1 24.0 58.3 29.3 29.3
Actuated g/C Ratio 0.22 0.22 0.22 0.27 0.65 0.33 0.33
v/c Ratio 0.74 0.62 0.56 0.85 0.30 0.19 0.26
Control Delay 46.2 22.5 16.4 36.7 4.0 23.0 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.2 22.5 16.4 36.7 4.0 23.0 4.9

LOS D C B D A C A
Approach Delay 28.8 18.5 17.8
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 21.0 Intersection LOS: C
Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

3.2-1
2311
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 336 8 442 761 953 0 0 397 160 Future Volume (veh/h) 0 0 0 336 8 442 761 953 0 0 397 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 488 0 268 777 972 0 0 405 66
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 673 0 299 1747 3484 0 0 722 178
Arrive On Green 0.19 0.00 0.19 1.00 1.00 0.00 0.00 0.11 0.11 Sat Flow, veh/h 3563 0 1583 3456 5274 0 0 6696 1585
Grp Volume(v), veh/h 488 0 268 777 972 0 0 405 66
Grp Sat Flow(s),veh/h/ln 1781 0 1583 1728 1702 0 0 1609 1585 Q Serve(g_s), s 11.6 0.0 14.9 0.0 0.0 0.0 0.0 5.4 3.5
Cycle Q Clear(g_c), s 11.6 0.0 14.9 0.0 0.0 0.0 0.0 5.4 3.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 673 0 299 1747 3484 0 0 722 178
V/C Ratio(X) 0.73 0.00 0.90 0.44 0.28 0.00 0.00 0.56 0.37 Avail Cap(c_a), veh/h 681 0 302 1747 3484 0 0 2445 602
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.86 0.86 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 0.0 35.6 0.0 0.0 0.0 0.0 37.8 37.0 Incr Delay (d2), s/veh 3.8 0.0 27.1 0.1 0.2 0.0 0.0 3.1 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 14.4 0.0 0.1 0.0 0.0 2.2 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 62.7 0.1 0.2 0.0 0.0 41.0 42.9 LnGrp LOS D A E A A A A D D
Approach Vol, veh/h 756 1749 471
Approach Delay, s/veh 46.8 0.1 41.2
Approach LOS D A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 67.2 22.8 51.3 15.9
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 61.2 17.2 22.0 * 34
Max Q Clear Time (g_c+I1), s 2.0 16.9 2.0 7.4
Green Ext Time (p_c), s 7.7 0.1 1.4 2.7
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-2
2312
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 350 5 425 1359 554 151 603
Future Volume (vph) 350 5 425 1359 554 151 603
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 8 8 2 1 6
Permitted Phases 8 2
Detector Phase 8 8 8 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 32.8 32.8 9.0 33.8
Total Split (s) 34.0 34.0 34.0 44.0 44.0 12.0 56.0
Total Split (%) 37.8% 37.8% 37.8% 48.9% 48.9% 13.3% 62.2% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.0 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.0 5.8
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Act Effct Green (s) 21.7 21.7 21.7 44.7 44.7 8.0 56.7
Actuated g/C Ratio 0.24 0.24 0.24 0.50 0.50 0.09 0.63
v/c Ratio 0.71 0.62 0.50 0.46 0.55 0.53 0.20
Control Delay 40.7 22.1 8.5 16.4 3.7 53.4 4.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 22.1 8.5 16.4 3.7 53.4 4.0

LOS D C A B A D A
Approach Delay 24.2 12.7 13.9
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 15.5 Intersection LOS: B
Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

3.2-3
2313
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 350 5 425 0 0 0 0 1359 554 151 603 0 Future Volume (veh/h) 350 5 425 0 0 0 0 1359 554 151 603 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 454 0 164 0 1461 416 162 648 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 590 0 258 0 3826 922 230 3603 0
Arrive On Green 0.17 0.00 0.17 0.00 0.59 0.59 0.13 1.00 0.00 Sat Flow, veh/h 3563 0 1561 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 454 0 164 0 1461 416 162 648 0
Grp Sat Flow(s),veh/h/ln 1781 0 1561 0 1609 1551 1728 1702 0 Q Serve(g_s), s 11.0 0.0 8.8 0.0 10.7 13.4 4.0 0.0 0.0
Cycle Q Clear(g_c), s 11.0 0.0 8.8 0.0 10.7 13.4 4.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 590 0 258 0 3826 922 230 3603 0
V/C Ratio(X) 0.77 0.00 0.63 0.00 0.38 0.45 0.71 0.18 0.00 Avail Cap(c_a), veh/h 1116 0 489 0 3826 922 307 3603 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.91 0.91 0.00 Uniform Delay (d), s/veh 35.9 0.0 35.0 0.0 9.6 10.1 38.2 0.0 0.0 Incr Delay (d2), s/veh 2.2 0.0 2.6 0.0 0.3 1.6 2.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 3.4 0.0 3.1 4.0 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 37.6 0.0 9.9 11.7 40.4 0.1 0.0 LnGrp LOS D A D A A B D A A
Approach Vol, veh/h 618 1877 810
Approach Delay, s/veh 37.9 10.3 8.2
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.0 59.3 69.3 20.7
Change Period (Y+Rc), s 4.0 5.8 5.8 5.8
Max Green Setting (Gmax), s 8.0 38.2 50.2 28.2
Max Q Clear Time (g_c+I1), s 6.0 15.4 2.0 13.0
Green Ext Time (p_c), s 0.0 12.2 4.4 1.9
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-4
2314
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 149 321 137 86 443 211 260 1267 173 513 Future Volume (vph) 149 321 137 86 443 211 260 1267 173 513 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 38.2 38.2 9.6 38.2 38.2 9.6 32.2 9.6 33.2 Total Split (s) 18.0 41.5 41.5 14.7 38.2 38.2 29.0 42.0 21.8 34.8 Total Split (%) 15.0% 34.6% 34.6% 12.3% 31.8% 31.8% 24.2% 35.0% 18.2% 29.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 4.6 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 12.9 25.4 25.4 9.1 21.5 21.5 21.5 35.7 15.2 29.3 Actuated g/C Ratio 0.12 0.24 0.24 0.08 0.20 0.20 0.20 0.33 0.14 0.27 v/c Ratio 0.82 0.42 0.30 0.67 0.68 0.47 0.85 0.88 0.80 0.54 Control Delay 79.4 36.5 4.6 74.5 45.3 8.1 66.8 42.2 71.7 33.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 79.4 36.5 4.6 74.5 45.3 8.1 66.8 42.2 71.7 33.1

LOS E D A E D A E D E C
Approach Delay 39.8 38.1 46.2 40.9
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 107.1
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 42.4 Intersection LOS: D
Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

3.2-5
2315
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 149 321 137 86 443 211 260 1267 78 173 513 174 Future Volume (veh/h) 149 321 137 86 443 211 260 1267 78 173 513 174 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 155 334 85 90 461 156 271 1320 78 180 534 141 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 182 790 346 111 639 279 300 1545 91 208 1107 284 Arrive On Green 0.11 0.23 0.23 0.07 0.19 0.19 0.19 0.33 0.33 0.13 0.29 0.29 Sat Flow, veh/h 1594 3367 1477 1594 3367 1471 1594 4666 276 1594 3822 982 Grp Volume(v), veh/h 155 334 85 90 461 156 271 912 486 180 448 227 Grp Sat Flow(s),veh/h/ln 1594 1683 1477 1594 1683 1471 1594 1612 1717 1594 1612 1579 Q Serve(g_s), s 9.5 8.4 4.6 5.5 12.7 6.5 16.5 26.2 26.2 11.0 11.4 11.8 Cycle Q Clear(g_c), s 9.5 8.4 4.6 5.5 12.7 6.5 16.5 26.2 26.2 11.0 11.4 11.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 0.62
Lane Grp Cap(c), veh/h 182 790 346 111 639 279 300 1068 568 208 934 457 V/C Ratio(X) 0.85 0.42 0.25 0.81 0.72 0.56 0.90 0.85 0.85 0.86 0.48 0.50 Avail Cap(c_a), veh/h 215 1198 526 162 1086 475 392 1164 620 276 934 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.1 32.3 30.8 45.5 37.7 17.0 39.4 30.9 30.9 42.2 29.1 29.2 Incr Delay (d2), s/veh 20.8 0.4 0.4 11.1 1.6 1.7 17.3 6.0 10.6 15.6 0.4 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 3.2 1.6 2.4 5.1 3.2 7.5 10.2 11.6 5.0 4.2 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.9 32.6 31.2 56.6 39.3 18.8 56.6 36.9 41.5 57.9 29.4 30.1 LnGrp LOS E C C E D B E D D E C C
Approach Vol, veh/h 574 707 1669 855
Approach Delay, s/veh 40.9 36.9 41.5 35.6
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.2 39.0 11.5 29.5 23.3 34.9 15.9 25.0 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.2 * 36 10.1 35.3 24.4 28.6 13.4 32.0 Max Q Clear Time (g_c+I1), s 13.0 28.2 7.5 10.4 18.5 13.8 11.5 14.7 Green Ext Time (p_c), s 0.1 4.7 0.0 2.1 0.2 3.4 0.0 2.9 Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-6
2316
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 112 70 80 100 171 155 1210 51 587
Future Volume (vph) 112 70 80 100 171 155 1210 51 587
Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 23.2 27.2 19.0 23.0 23.0 29.0 58.4 15.4 44.8 Total Split (%) 19.3% 22.7% 15.8% 19.2% 19.2% 24.2% 48.7% 12.8% 37.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Act Effct Green (s) 13.0 17.5 10.7 11.9 11.9 16.0 38.7 8.9 28.5 Actuated g/C Ratio 0.15 0.20 0.12 0.13 0.13 0.18 0.44 0.10 0.32 v/c Ratio 0.57 0.40 0.49 0.50 0.54 0.64 0.67 0.38 0.69
Control Delay 50.3 35.0 51.6 48.2 12.1 48.2 23.0 50.9 30.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.3 35.0 51.6 48.2 12.1 48.2 23.0 50.9 30.7

LOS D D D D B D C D C
Approach Delay 42.5 31.4 25.7 32.2
Approach LOS D C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 88.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 29.5 Intersection LOS: C
Intersection Capacity Utilization 56.3% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

3.2-7
2317
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 70 48 80 100 171 155 1210 86 51 587 71 Future Volume (veh/h) 112 70 48 80 100 171 155 1210 86 51 587 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 132 82 48 94 118 107 182 1424 93 60 691 76 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 167 144 84 118 188 160 227 2195 143 82 1109 122 Arrive On Green 0.10 0.14 0.14 0.07 0.11 0.11 0.14 0.45 0.45 0.05 0.35 0.35 Sat Flow, veh/h 1594 1048 613 1594 1772 1502 1594 4931 322 1594 3129 344 Grp Volume(v), veh/h 132 0 130 94 118 107 182 1023 494 60 391 376 Grp Sat Flow(s),veh/h/ln 1594 0 1661 1594 1772 1502 1594 1772 1709 1594 1772 1701 Q Serve(g_s), s 5.1 0.0 4.6 3.7 4.0 3.4 7.0 14.2 14.2 2.3 11.5 11.5 Cycle Q Clear(g_c), s 5.1 0.0 4.6 3.7 4.0 3.4 7.0 14.2 14.2 2.3 11.5 11.5 Prop In Lane 1.00 0.37 1.00 1.00 1.00 0.19 1.00 0.20
Lane Grp Cap(c), veh/h 167 0 228 118 188 160 227 1577 761 82 628 603 V/C Ratio(X) 0.79 0.00 0.57 0.80 0.63 0.67 0.80 0.65 0.65 0.73 0.62 0.62 Avail Cap(c_a), veh/h 471 0 596 365 518 439 618 3028 1461 273 1131 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.5 0.0 25.4 28.7 26.9 16.4 26.1 13.6 13.6 29.4 16.8 16.8 Incr Delay (d2), s/veh 8.1 0.0 2.2 11.6 3.4 4.8 6.5 0.5 0.9 11.6 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.0 1.8 1.7 1.7 1.6 2.7 4.2 4.1 1.1 3.9 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.7 0.0 27.7 40.2 30.3 21.2 32.6 14.1 14.6 41.1 17.8 17.9 LnGrp LOS D A C D C C C B B D B B
Approach Vol, veh/h 262 319 1699 827
Approach Delay, s/veh 31.7 30.2 16.2 19.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.8 32.6 9.3 13.2 13.6 26.9 11.2 11.3 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 10.8 53.8 14.4 22.6 24.4 40.2 18.6 18.4 Max Q Clear Time (g_c+I1), s 4.3 16.2 5.7 6.6 9.0 13.5 7.1 6.0 Green Ext Time (p_c), s 0.0 11.8 0.1 0.5 0.4 4.4 0.2 0.7 Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B

3.2-8
2318
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group WBL WBR NBT SBL SBT Ø4
Lane Configurations
Traffic Volume (vph) 28 62 1290 46 754
Future Volume (vph) 28 62 1290 46 754
Turn Type Prot Perm NA Prot NA
Protected Phases 3 2 1 6 4
Permitted Phases 8
Detector Phase 3 8 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 10.0 5.0 10.0 5.0
Minimum Split (s) 9.6 32.6 37.5 9.6 23.5 32.5
Total Split (s) 12.0 44.5 60.4 15.1 75.5 32.5
Total Split (%) 10.0% 37.1% 50.3% 12.6% 62.9% 27%
Yellow Time (s) 3.6 3.6 5.5 3.6 5.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 6.5 4.6 6.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None
Act Effct Green (s) 9.9 10.2 35.6 8.6 41.9
Actuated g/C Ratio 0.17 0.18 0.62 0.15 0.73
v/c Ratio 0.12 0.18 0.52 0.23 0.37
Control Delay 27.9 1.0 11.8 34.8 5.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 27.9 1.0 11.8 34.8 5.5

LOS C A B C A
Approach Delay 11.8 7.2
Approach LOS B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 57.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.52
Intersection Signal Delay: 10.0 Intersection LOS: B
Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

3.2-9
2319
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 28 0 62 0 1290 20 46 754 0 Future Volume (veh/h) 0 0 0 28 0 62 0 1290 20 46 754 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.93 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 0 0 0 33 0 74 0 1536 12 55 898 0
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 126 135 0 57 341 270 126 2384 19 81 2065 0
Arrive On Green 0.00 0.00 0.00 0.04 0.00 0.19 0.00 0.48 0.48 0.05 0.61 0.00 Sat Flow, veh/h 1186 1772 0 1594 1772 1403 555 4950 39 1594 3455 0 Grp Volume(v), veh/h 0 0 0 33 0 74 0 1001 547 55 898 0
Grp Sat Flow(s),veh/h/ln 1186 1772 0 1594 1772 1403 555 1612 1764 1594 1683 0 Q Serve(g_s), s 0.0 0.0 0.0 1.2 0.0 2.6 0.0 13.3 13.3 1.9 8.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 1.2 0.0 2.6 0.0 13.3 13.3 1.9 8.0 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.02 1.00 0.00
Lane Grp Cap(c), veh/h 126 135 0 57 341 270 126 1553 850 81 2065 0 V/C Ratio(X) 0.00 0.00 0.00 0.58 0.00 0.27 0.00 0.64 0.64 0.68 0.43 0.00 Avail Cap(c_a), veh/h 618 870 0 207 1239 981 383 3047 1666 293 4072 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 27.1 0.0 19.7 0.0 11.1 11.1 26.6 5.8 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 3.4 0.0 0.5 0.0 0.5 0.8 3.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.4 0.0 0.8 0.0 3.1 3.5 0.7 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 0.0 30.5 0.0 20.2 0.0 11.6 11.9 30.2 6.0 0.0 LnGrp LOS A A A C A C A B B C A A
Approach Vol, veh/h 0 107 1548 953
Approach Delay, s/veh 0.0 23.4 11.7 7.4
Approach LOS C B A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 7.5 34.0 6.6 8.9 41.5 15.6
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 10.5 53.9 7.4 * 28 69.0 39.9 Max Q Clear Time (g_c+I1), s 3.9 15.3 3.2 0.0 10.0 4.6
Green Ext Time (p_c), s 0.0 12.1 0.0 0.0 6.4 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-10
2320
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 129 65 242 312 106 167 1045 280 90 499 62 Future Volume (vph) 35 129 65 242 312 106 167 1045 280 90 499 62 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 3 8 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 9.6 40.4 15.4 46.2 46.2 17.7 50.0 14.2 46.5 46.5 Total Split (%) 8.0% 33.7% 12.8% 38.5% 38.5% 14.8% 41.7% 11.8% 38.8% 38.8% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.1 18.5 98.8 11.1 29.2 29.2 13.4 37.5 98.8 9.2 33.3 33.3 Actuated g/C Ratio 0.05 0.19 1.00 0.11 0.30 0.30 0.14 0.38 1.00 0.09 0.34 0.34 v/c Ratio 0.25 0.21 0.05 0.80 0.66 0.22 0.86 0.86 0.21 0.67 0.46 0.11 Control Delay 55.1 34.7 0.1 64.1 39.3 6.6 79.4 36.7 0.3 70.3 27.8 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.1 34.7 0.1 64.1 39.3 6.6 79.4 36.7 0.3 70.3 27.8 0.4

LOS E C A E D A E D A E C A
Approach Delay 28.0 43.2 34.6 31.1
Approach LOS C D C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 98.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 35.2 Intersection LOS: D
Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

3.2-11
2321
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 129 65 242 312 106 167 1045 280 90 499 62 Future Volume (veh/h) 35 129 65 242 312 106 167 1045 280 90 499 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 38 142 0 266 343 93 184 1148 0 99 548 57 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 105 554 333 412 344 216 1398 122 1191 493
Arrive On Green 0.04 0.16 0.00 0.11 0.23 0.23 0.14 0.39 0.00 0.08 0.34 0.34 Sat Flow, veh/h 3000 3544 1502 3000 1772 1482 1594 3544 1502 1594 3544 1468 Grp Volume(v), veh/h 38 142 0 266 343 93 184 1148 0 99 548 57 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1482 1594 1772 1502 1594 1772 1468 Q Serve(g_s), s 1.0 3.0 0.0 7.2 15.4 4.3 9.5 24.3 0.0 5.1 10.2 2.2 Cycle Q Clear(g_c), s 1.0 3.0 0.0 7.2 15.4 4.3 9.5 24.3 0.0 5.1 10.2 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 105 554 333 412 344 216 1398 122 1191 493 V/C Ratio(X) 0.36 0.26 0.80 0.83 0.27 0.85 0.82 0.81 0.46 0.12 Avail Cap(c_a), veh/h 179 1446 387 846 707 249 1839 183 1691 701 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 31.1 0.0 36.3 30.6 26.4 35.4 22.7 0.0 38.1 21.9 19.2 Incr Delay (d2), s/veh 0.8 0.2 0.0 8.3 4.5 0.4 19.5 2.4 0.0 8.9 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.2 0.0 2.8 6.5 1.4 4.5 9.0 0.0 2.1 3.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.3 31.3 0.0 44.7 35.1 26.8 54.9 25.1 0.0 47.0 22.1 19.3 LnGrp LOS D C D D C D C D C B
Approach Vol, veh/h 180 A 702 1332 A 704
Approach Delay, s/veh 33.2 37.6 29.2 25.4
Approach LOS C D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 39.6 13.9 19.3 15.9 34.7 7.5 25.7 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 9.6 43.5 10.8 34.2 13.1 40.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 7.1 26.3 9.2 5.0 11.5 12.2 3.0 17.4 Green Ext Time (p_c), s 0.0 6.8 0.1 0.7 0.0 3.4 0.0 2.0 Intersection Summary
HCM 6th Ctrl Delay 30.6
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

3.2-12
2322
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 119 356 85 456 237 208 111 161
Future Volume (vph) 119 356 85 456 237 208 111 161
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.2 9.6 27.2 9.6 28.8 9.6 28.8
Total Split (s) 20.4 39.0 18.0 36.6 33.2 38.7 24.3 29.8 Total Split (%) 17.0% 32.5% 15.0% 30.5% 27.7% 32.3% 20.3% 24.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 13.3 29.6 10.6 27.0 22.9 23.8 13.3 14.2 Actuated g/C Ratio 0.13 0.30 0.11 0.27 0.23 0.24 0.13 0.14 v/c Ratio 0.72 0.61 0.64 0.83 0.82 0.61 0.67 0.62
Control Delay 63.7 32.6 63.8 43.1 56.9 23.5 59.2 31.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 63.7 32.6 63.8 43.1 56.9 23.5 59.2 31.8

LOS E C E D E C E C
Approach Delay 38.9 45.7 35.4 39.8
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 99.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 40.0 Intersection LOS: D
Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

3.2-13
2323
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 356 113 85 456 129 237 208 219 111 161 110 Future Volume (veh/h) 119 356 113 85 456 129 237 208 219 111 161 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 151 451 82 108 577 105 300 263 243 141 204 117 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 182 797 144 133 713 129 336 461 388 172 357 195 Arrive On Green 0.11 0.28 0.28 0.08 0.25 0.25 0.21 0.27 0.27 0.11 0.17 0.17 Sat Flow, veh/h 1594 2831 511 1594 2839 515 1594 1683 1416 1594 2085 1139 Grp Volume(v), veh/h 151 267 266 108 341 341 300 263 243 141 163 158 Grp Sat Flow(s),veh/h/ln 1594 1683 1658 1594 1683 1670 1594 1683 1416 1594 1683 1540 Q Serve(g_s), s 7.8 11.3 11.5 5.6 16.0 16.1 15.3 11.3 12.6 7.3 7.4 7.9 Cycle Q Clear(g_c), s 7.8 11.3 11.5 5.6 16.0 16.1 15.3 11.3 12.6 7.3 7.4 7.9 Prop In Lane 1.00 0.31 1.00 0.31 1.00 1.00 1.00 0.74
Lane Grp Cap(c), veh/h 182 474 467 133 423 419 336 461 388 172 288 264 V/C Ratio(X) 0.83 0.56 0.57 0.81 0.81 0.81 0.89 0.57 0.63 0.82 0.56 0.60 Avail Cap(c_a), veh/h 301 659 649 255 611 606 544 661 556 375 482 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 25.7 25.8 37.7 29.5 29.5 32.2 26.2 26.6 36.6 31.9 32.1 Incr Delay (d2), s/veh 3.9 1.1 1.1 4.4 5.2 5.4 6.9 1.1 1.7 3.7 1.7 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 4.2 4.2 2.2 6.5 6.5 6.1 4.3 4.1 2.8 3.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 26.7 26.9 42.1 34.7 35.0 39.1 27.3 28.3 40.3 33.6 34.3 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 684 790 806 462
Approach Delay, s/veh 29.8 35.8 32.0 35.9
Approach LOS C D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.6 28.8 11.6 29.8 22.2 20.1 14.2 27.2 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 19.7 32.9 13.4 32.8 28.6 24.0 15.8 30.4 Max Q Clear Time (g_c+I1), s 9.3 14.6 7.6 13.5 17.3 9.9 9.8 18.1 Green Ext Time (p_c), s 0.1 2.7 0.1 2.7 0.3 1.4 0.1 3.0 Intersection Summary
HCM 6th Ctrl Delay 33.2
HCM 6th LOS C

3.2-14
2324
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh21.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 97 61 97 11 103 76 129 396 16 34 186 74 Future Vol, veh/h 97 61 97 11 103 76 129 396 16 34 186 74 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 131 82 131 15 139 103 174 535 22 46 251 100
Number of Lanes 1 2 0 1 2 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 16.2 16 27.3 17.2

HCM LOS C C D C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 89% 0% 100% 17% 0% 100% 31% 0% 100% 46% Vol Right, % 0% 0% 11% 0% 0% 83% 0% 0% 69% 0% 0% 54%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 129 264 148 97 41 117 11 69 110 34 124 136 LT Vol 129 0 0 97 0 0 11 0 0 34 0 0
Through Vol 0 264 132 0 41 20 0 69 34 0 124 62
RT Vol 0 0 16 0 0 97 0 0 76 0 0 74
Lane Flow Rate 174 357 200 131 55 159 15 93 149 46 168 184 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.421 0.812 0.451 0.349 0.139 0.375 0.041 0.241 0.368 0.12 0.414 0.434 Departure Headway (Hd) 8.69 8.19 8.115 9.591 9.091 8.512 9.859 9.359 8.877 9.388 8.888 8.507 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 417 446 446 375 394 422 363 383 406 382 406 423
Service Time 6.39 5.89 5.815 7.35 6.85 6.271 7.62 7.12 6.638 7.146 6.646 6.265 HCM Lane V/C Ratio 0.417 0.8 0.448 0.349 0.14 0.377 0.041 0.243 0.367 0.12 0.414 0.435 HCM Control Delay 17.6 37.7 17.3 17.4 13.3 16.3 13 15.1 16.8 13.4 17.8 17.7 HCM Lane LOS C E C C B C B C C B C C
HCM 95th-tile Q 2 7.5 2.3 1.5 0.5 1.7 0.1 0.9 1.7 0.4 2 2.1

3.2-15
2325
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 32 471 15 52 686 24 34 129 53 64
Future Volume (vph) 32 471 15 52 686 24 34 129 53 64
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 23.8 23.8 9.6 23.8 23.8 9.6 23.8 9.6 23.8 Total Split (s) 15.0 49.0 49.0 18.0 52.0 52.0 15.0 35.0 18.0 38.0 Total Split (%) 12.5% 40.8% 40.8% 15.0% 43.3% 43.3% 12.5% 29.2% 15.0% 31.7% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min None Min Act Effct Green (s) 7.1 21.4 21.4 7.9 22.0 22.0 7.1 13.2 7.9 13.8 Actuated g/C Ratio 0.12 0.35 0.35 0.13 0.36 0.36 0.12 0.22 0.13 0.23 v/c Ratio 0.18 0.42 0.03 0.25 0.60 0.04 0.18 0.45 0.26 0.22 Control Delay 36.5 19.3 0.1 35.6 20.7 0.1 36.5 29.1 35.5 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.5 19.3 0.1 35.6 20.7 0.1 36.5 29.1 35.5 24.0

LOS D B A D C A D C D C
Approach Delay 19.8 21.0 30.4 28.5
Approach LOS B C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 60.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 22.4 Intersection LOS: C
Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

3.2-16
2326
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 471 15 52 686 24 34 129 34 53 64 19 Future Volume (veh/h) 32 471 15 52 686 24 34 129 34 53 64 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 523 13 58 762 19 38 143 32 59 71 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 70 1117 498 99 1175 524 73 220 49 100 263 37 Arrive On Green 0.04 0.31 0.31 0.06 0.33 0.33 0.04 0.15 0.15 0.06 0.16 0.16 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1480 331 1781 1604 226 Grp Volume(v), veh/h 36 523 13 58 762 19 38 0 175 59 0 81 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1811 1781 0 1830 Q Serve(g_s), s 1.0 5.8 0.3 1.6 8.9 0.4 1.0 0.0 4.5 1.6 0.0 1.9 Cycle Q Clear(g_c), s 1.0 5.8 0.3 1.6 8.9 0.4 1.0 0.0 4.5 1.6 0.0 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 0.12
Lane Grp Cap(c), veh/h 70 1117 498 99 1175 524 73 0 269 100 0 300 V/C Ratio(X) 0.51 0.47 0.03 0.58 0.65 0.04 0.52 0.00 0.65 0.59 0.00 0.27 Avail Cap(c_a), veh/h 378 3136 1399 488 3354 1496 378 0 1080 488 0 1203 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.0 13.5 11.6 22.6 14.0 11.1 23.0 0.0 19.6 22.5 0.0 17.9 Incr Delay (d2), s/veh 2.1 0.3 0.0 2.0 0.6 0.0 2.1 0.0 2.6 2.0 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.7 0.1 0.6 2.7 0.1 0.4 0.0 1.7 0.6 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.2 13.8 11.6 24.6 14.6 11.1 25.1 0.0 22.3 24.6 0.0 18.4 LnGrp LOS C B B C B B C A C C A B
Approach Vol, veh/h 572 839 213 140
Approach Delay, s/veh 14.5 15.2 22.8 21.0
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 13.1 7.3 21.2 6.6 13.8 6.5 22.0 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 13.4 29.2 13.4 43.2 10.4 32.2 10.4 46.2 Max Q Clear Time (g_c+I1), s 3.6 6.5 3.6 7.8 3.0 3.9 3.0 10.9 Green Ext Time (p_c), s 0.0 0.8 0.0 3.3 0.0 0.3 0.0 5.2 Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B

3.2-17
2327
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 186 4 716 303 1445 734 407
Future Volume (vph) 186 4 716 303 1445 734 407
Turn Type Perm NA Free Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 8.0 8.0 8.0
Minimum Split (s) 15.8 15.8 10.0 35.2 28.2 28.2
Total Split (s) 30.2 30.2 16.0 44.8 28.8 28.8
Total Split (%) 40.3% 40.3% 21.3% 59.7% 38.4% 38.4%
Yellow Time (s) 4.8 4.8 4.0 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.0 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max C-Max
Act Effct Green (s) 21.0 21.0 75.0 10.2 42.0 26.8 26.8
Actuated g/C Ratio 0.28 0.28 1.00 0.14 0.56 0.36 0.36
v/c Ratio 0.79 0.80 0.47 0.68 0.53 0.42 0.51
Control Delay 37.3 37.7 1.0 34.3 11.6 20.2 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.3 37.7 1.0 34.3 11.6 20.2 4.8

LOS D D A C B C A
Approach Delay 19.3 15.5 14.7
Approach LOS B B B
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 45 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

3.2-18
2328
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 186 4 716 303 1445 0 0 734 407 Future Volume (veh/h) 0 0 0 186 4 716 303 1445 0 0 734 407 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 747 0 0 316 1505 0 0 765 356
Peak Hour Factor 0.25 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 890 0 397 3014 0 0 2086 639
Arrive On Green 0.25 0.00 0.00 0.23 1.00 0.00 0.00 0.41 0.41 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1564
Grp Volume(v), veh/h 747 0 0 316 1505 0 0 765 356
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1564 Q Serve(g_s), s 14.9 0.0 0.0 6.5 0.0 0.0 0.0 7.8 13.1
Cycle Q Clear(g_c), s 14.9 0.0 0.0 6.5 0.0 0.0 0.0 7.8 13.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 890 0 397 3014 0 0 2086 639
V/C Ratio(X) 0.84 0.00 0.80 0.50 0.00 0.00 0.37 0.56
Avail Cap(c_a), veh/h 1159 0 507 3014 0 0 2086 639
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.58 0.58 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 26.7 0.0 0.0 28.1 0.0 0.0 0.0 15.4 17.0 Incr Delay (d2), s/veh 4.4 0.0 0.0 3.0 0.3 0.0 0.0 0.5 3.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.0 0.0 2.4 0.1 0.0 0.0 2.7 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 0.0 0.0 31.1 0.3 0.0 0.0 15.9 20.5 LnGrp LOS C A C A A A B C
Approach Vol, veh/h 747 A 1821 1121
Approach Delay, s/veh 31.1 5.7 17.4
Approach LOS C A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 50.5 13.6 36.8 24.5
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 38.6 11.0 22.6 24.4
Max Q Clear Time (g_c+I1), s 2.0 8.5 15.1 16.9
Green Ext Time (p_c), s 8.2 0.2 2.5 1.8
Intersection Summary
HCM 6th Ctrl Delay 14.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

3.2-19
2329
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 718 5 166 1014 324 624
Future Volume (vph) 718 5 166 1014 324 624
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 28.0 28.0 28.0 34.0 13.0 47.0
Total Split (%) 37.3% 37.3% 37.3% 45.3% 17.3% 62.7%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 20.4 20.4 20.4 28.6 9.0 42.6
Actuated g/C Ratio 0.27 0.27 0.27 0.38 0.12 0.57
v/c Ratio 0.83 0.83 0.31 0.72 0.83 0.23
Control Delay 42.1 42.7 5.2 20.8 50.4 8.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.1 42.7 5.2 20.8 50.4 8.6

LOS D D A C D A
Approach Delay 35.4 20.8 22.8
Approach LOS D C C
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 48 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 25.5 Intersection LOS: C
Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

3.2-20
2330
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 718 5 166 0 0 0 0 1014 321 324 624 0 Future Volume (veh/h) 718 5 166 0 0 0 0 1014 321 324 624 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 760 0 69 0 1067 257 341 657 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 892 0 397 0 1705 410 369 3011 0
Arrive On Green 0.25 0.00 0.25 0.00 0.42 0.42 0.21 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4263 986 3456 5274 0
Grp Volume(v), veh/h 760 0 69 0 887 437 341 657 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1677 1728 1702 0 Q Serve(g_s), s 15.2 0.0 2.6 0.0 15.4 15.4 7.3 0.0 0.0
Cycle Q Clear(g_c), s 15.2 0.0 2.6 0.0 15.4 15.4 7.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.59 1.00 0.00
Lane Grp Cap(c), veh/h 892 0 397 0 1417 698 369 3011 0
V/C Ratio(X) 0.85 0.00 0.17 0.00 0.63 0.63 0.93 0.22 0.00 Avail Cap(c_a), veh/h 1055 0 469 0 1417 698 369 3011 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.82 0.82 0.00 Uniform Delay (d), s/veh 26.8 0.0 22.0 0.0 17.3 17.3 29.2 0.0 0.0 Incr Delay (d2), s/veh 6.0 0.0 0.2 0.0 2.1 4.2 25.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 0.0 0.9 0.0 5.6 5.9 3.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.8 0.0 22.2 0.0 19.4 21.5 54.2 0.1 0.0 LnGrp LOS C A C A B C D A A
Approach Vol, veh/h 829 1324 998
Approach Delay, s/veh 31.9 20.1 18.6
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 37.4 24.6 50.4
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 8.0 27.8 22.2 40.8
Max Q Clear Time (g_c+I1), s 9.3 17.4 17.2 2.0
Green Ext Time (p_c), s 0.0 4.2 1.5 2.8
Intersection Summary
HCM 6th Ctrl Delay 22.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

3.2-21
2331
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 323 442 100 343 20 297 262 184 229 Future Volume (vph) 323 442 100 343 20 297 262 184 229
Turn Type Prot NA Prot NA Perm NA Split NA Perm
Protected Phases 7 4 3 8 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 24.8 24.8 24.8 Total Split (s) 19.0 38.2 11.0 30.2 45.8 45.8 25.0 25.0 25.0 Total Split (%) 15.8% 31.8% 9.2% 25.2% 38.2% 38.2% 20.8% 20.8% 20.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 14.4 32.0 6.4 24.0 41.1 19.2 19.2 19.2 Actuated g/C Ratio 0.12 0.27 0.05 0.20 0.34 0.16 0.16 0.16 v/c Ratio 1.82 1.08 1.26 0.81 1.86 1.10 0.70 0.56
Control Delay 419.9 107.4 229.7 50.7 429.8 133.6 61.6 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 419.9 107.4 229.7 50.7 429.8 133.6 61.6 10.9

LOS F F F D F F E B
Approach Delay 234.4 79.5 429.8 72.4
Approach LOS F E F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.86
Intersection Signal Delay: 184.1 Intersection LOS: F
Intersection Capacity Utilization 96.1% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

3.2-22
2332
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 323 442 30 100 343 177 20 297 91 262 184 229 Future Volume (veh/h) 323 442 30 100 343 177 20 297 91 262 184 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.93 1.00 0.96 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 344 470 29 106 365 152 21 316 80 279 196 68 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 211 484 30 94 508 207 23 354 90 281 313 260
Arrive On Green 0.13 0.29 0.29 0.06 0.22 0.22 0.27 0.27 0.27 0.18 0.18 0.18 Sat Flow, veh/h 1594 1643 101 1594 2299 938 86 1290 326 1594 1772 1471 Grp Volume(v), veh/h 344 0 499 106 265 252 417 0 0 279 196 68 Grp Sat Flow(s),veh/h/ln 1594 0 1744 1594 1683 1554 1702 0 0 1594 1772 1471 Q Serve(g_s), s 14.4 0.0 30.7 6.4 15.8 16.4 25.6 0.0 0.0 19.0 11.1 4.3 Cycle Q Clear(g_c), s 14.4 0.0 30.7 6.4 15.8 16.4 25.6 0.0 0.0 19.0 11.1 4.3 Prop In Lane 1.00 0.06 1.00 0.60 0.05 0.19 1.00 1.00
Lane Grp Cap(c), veh/h 211 0 513 94 372 343 467 0 0 281 313 260 V/C Ratio(X) 1.63 0.00 0.97 1.13 0.71 0.73 0.89 0.00 0.00 0.99 0.63 0.26 Avail Cap(c_a), veh/h 211 0 513 94 372 343 643 0 0 281 313 260 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.2 0.0 37.9 51.2 39.2 39.4 37.9 0.0 0.0 44.7 41.4 38.6 Incr Delay (d2), s/veh 303.8 0.0 32.5 132.1 6.3 7.9 11.7 0.0 0.0 51.1 3.9 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 23.3 0.0 16.9 5.9 6.9 6.7 12.0 0.0 0.0 11.2 5.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 351.0 0.0 70.4 183.3 45.5 47.3 49.6 0.0 0.0 95.7 45.3 39.2 LnGrp LOS F A E F D D D A A F D D
Approach Vol, veh/h 843 623 417 543
Approach Delay, s/veh 184.9 69.7 49.6 70.5
Approach LOS F E D E
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 34.5 11.0 38.2 25.0 19.0 30.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 41 6.4 32.0 19.2 14.4 24.0 Max Q Clear Time (g_c+I1), s 27.6 8.4 32.7 21.0 16.4 18.4 Green Ext Time (p_c), s 2.2 0.0 0.0 0.0 0.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 106.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-23
2333
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 3.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 52 68 144 370 207 45
Future Vol, veh/h 52 68 144 370 207 45
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 150 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 55 72 153 394 220 48
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 944 244 268 0 - 0
Stage 1 244 - - - - -
Stage 2 700 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 291 795 1296 - - -
Stage 1 797 - - - - -
Stage 2 493 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 257 795 1296 - - -
Mov Cap-2 Maneuver 375 - - - - -
Stage 1 703 - - - - -
Stage 2 493 - - - - -
Approach EB NB SB
HCM Control Delay, s 12.7 2.3 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1296 - 375 795 - -
HCM Lane V/C Ratio 0.118 - 0.148 0.091 - -
HCM Control Delay (s) 8.2 - 16.3 10 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.4 - 0.5 0.3 - -

3.2-24
2334
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 39 78 97 451 273
Future Volume (vph) 39 78 97 451 273
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 35.0 35.0 31.0 85.0 54.0
Total Split (%) 29.2% 29.2% 25.8% 70.8% 45.0%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.4 12.4 8.1 29.2 19.2
Actuated g/C Ratio 0.26 0.26 0.17 0.61 0.40
v/c Ratio 0.10 0.19 0.39 0.45 0.24
Control Delay 17.1 6.2 25.6 9.5 15.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 17.1 6.2 25.6 9.5 15.3

LOS B A C A B
Approach Delay 9.8 12.4 15.3
Approach LOS A B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 47.5
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 13.0 Intersection LOS: B
Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

3.2-25
2335
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 39 78 97 451 273 22
Future Volume (veh/h) 39 78 97 451 273 22
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 42 31 105 490 297 21
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 233 219 147 917 930 65
Arrive On Green 0.15 0.15 0.09 0.52 0.29 0.29
Sat Flow, veh/h 1594 1502 1594 1772 3273 224
Grp Volume(v), veh/h 42 31 105 490 156 162
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1683 1725
Q Serve(g_s), s 0.8 0.6 2.2 6.4 2.5 2.5
Cycle Q Clear(g_c), s 0.8 0.6 2.2 6.4 2.5 2.5
Prop In Lane 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 233 219 147 917 492 504
V/C Ratio(X) 0.18 0.14 0.72 0.53 0.32 0.32
Avail Cap(c_a), veh/h 1350 1272 1221 4072 2354 2412
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 12.9 12.8 15.2 5.5 9.5 9.5
Incr Delay (d2), s/veh 0.4 0.3 2.4 0.5 0.4 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.6 0.7 0.8 0.6 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.3 13.1 17.7 6.0 9.9 9.9
LnGrp LOS B B B A A A
Approach Vol, veh/h 73 595 318
Approach Delay, s/veh 13.2 8.1 9.9
Approach LOS B A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 23.6 10.8 7.8 15.9
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 79.2 29.2 26.4 48.2
Max Q Clear Time (g_c+I1), s 8.4 2.8 4.2 4.5
Green Ext Time (p_c), s 3.1 0.2 0.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A

3.2-26
2336
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 113 552 17 74 512 151 36 288 113 195 184 52 Future Volume (vph) 113 552 17 74 512 151 36 288 113 195 184 52 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 15.0 38.0 38.0 11.5 34.5 34.5 11.7 48.5 48.5 22.0 58.8 58.8 Total Split (%) 12.5% 31.7% 31.7% 9.6% 28.8% 28.8% 9.8% 40.4% 40.4% 18.3% 49.0% 49.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (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 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 10.3 34.7 34.7 6.4 28.3 28.3 6.4 24.2 24.2 16.7 39.0 39.0 Actuated g/C Ratio 0.10 0.34 0.34 0.06 0.28 0.28 0.06 0.24 0.24 0.17 0.39 0.39 v/c Ratio 0.76 0.36 0.03 0.44 0.32 0.30 0.39 0.73 0.26 0.80 0.29 0.09 Control Delay 76.3 28.3 0.1 56.5 31.1 7.1 61.0 45.9 3.2 66.0 23.6 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.3 28.3 0.1 56.5 31.1 7.1 61.0 45.9 3.2 66.0 23.6 0.3

LOS E C A E C A E D A E C A
Approach Delay 35.6 28.7 36.1 40.0
Approach LOS D C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 101.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 34.3 Intersection LOS: C
Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

3.2-27
2337
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 552 17 74 512 151 36 288 113 195 184 52 Future Volume (veh/h) 113 552 17 74 512 151 36 288 113 195 184 52 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 122 594 7 80 551 110 39 310 71 210 198 33 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 148 1677 520 137 1834 452 54 398 337 240 605 510 Arrive On Green 0.09 0.35 0.35 0.05 0.30 0.30 0.03 0.22 0.22 0.15 0.34 0.34 Sat Flow, veh/h 1594 4837 1500 2910 6095 1502 1594 1772 1500 1594 1772 1495 Grp Volume(v), veh/h 122 594 7 80 551 110 39 310 71 210 198 33 Grp Sat Flow(s),veh/h/ln 1594 1612 1500 1455 1524 1502 1594 1772 1500 1594 1772 1495 Q Serve(g_s), s 7.0 8.5 0.3 2.5 6.5 5.1 2.3 15.3 3.6 12.0 7.7 1.4 Cycle Q Clear(g_c), s 7.0 8.5 0.3 2.5 6.5 5.1 2.3 15.3 3.6 12.0 7.7 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 148 1677 520 137 1834 452 54 398 337 240 605 510 V/C Ratio(X) 0.83 0.35 0.01 0.59 0.30 0.24 0.72 0.78 0.21 0.87 0.33 0.06 Avail Cap(c_a), veh/h 178 1677 520 216 1834 452 122 813 688 298 1009 852 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 22.6 20.0 43.5 25.0 24.5 44.5 33.9 29.4 38.7 22.7 20.7 Incr Delay (d2), s/veh 19.4 0.6 0.0 1.5 0.4 1.3 6.4 3.3 0.3 18.0 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 3.0 0.1 0.9 2.2 1.8 1.0 6.6 1.2 5.6 3.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.9 23.2 20.0 44.9 25.4 25.8 50.9 37.2 29.7 56.7 23.0 20.7 LnGrp LOS E C B D C C D D C E C C
Approach Vol, veh/h 723 741 420 441
Approach Delay, s/veh 29.5 27.6 37.2 38.9
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.6 26.7 9.0 38.8 7.8 37.5 13.2 34.5 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 17.4 42.7 6.9 * 32 7.1 53.0 10.4 28.0 Max Q Clear Time (g_c+I1), s 14.0 17.3 4.5 10.5 4.3 9.7 9.0 8.5 Green Ext Time (p_c), s 0.1 1.9 0.0 3.5 0.0 1.2 0.0 3.4 Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-28
2338
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 297 169 99 194 191 75 73 83 155
Future Volume (vph) 297 169 99 194 191 75 73 83 155
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 38.0 40.0 21.0 23.0 31.0 31.0 31.0 28.0 28.0 Total Split (%) 31.7% 33.3% 17.5% 19.2% 25.8% 25.8% 25.8% 23.3% 23.3% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 28.7 31.0 12.6 14.9 20.7 20.7 20.7 21.4 21.4 Actuated g/C Ratio 0.27 0.29 0.12 0.14 0.20 0.20 0.20 0.20 0.20 v/c Ratio 0.88 0.47 0.67 0.74 0.79 0.28 0.23 0.33 0.84
Control Delay 61.0 14.8 65.6 49.1 61.2 41.3 3.4 42.7 62.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.0 14.8 65.6 49.1 61.2 41.3 3.4 42.7 62.4

LOS E B E D E D A D E
Approach Delay 34.4 53.4 44.4 57.1
Approach LOS C D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 106.1
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 44.6 Intersection LOS: D
Intersection Capacity Utilization 75.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

3.2-29
2339
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 297 169 235 99 194 90 191 75 73 83 155 70 Future Volume (veh/h) 297 169 235 99 194 90 191 75 73 83 155 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.90 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 376 214 220 125 246 85 242 95 46 105 196 73 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 407 499 440 152 335 112 288 321 270 351 263 98 Arrive On Green 0.26 0.30 0.30 0.10 0.14 0.14 0.18 0.18 0.18 0.22 0.22 0.22 Sat Flow, veh/h 1594 1683 1486 1594 2457 824 1594 1772 1492 1594 1191 444 Grp Volume(v), veh/h 376 214 220 125 166 165 242 95 46 105 0 269 Grp Sat Flow(s),veh/h/ln 1594 1683 1486 1594 1683 1598 1594 1772 1492 1594 0 1634 Q Serve(g_s), s 22.0 9.8 11.7 7.4 9.0 9.5 14.0 4.4 2.5 5.3 0.0 14.7 Cycle Q Clear(g_c), s 22.0 9.8 11.7 7.4 9.0 9.5 14.0 4.4 2.5 5.3 0.0 14.7 Prop In Lane 1.00 1.00 1.00 0.52 1.00 1.00 1.00 0.27
Lane Grp Cap(c), veh/h 407 499 440 152 230 218 288 321 270 351 0 360 V/C Ratio(X) 0.92 0.43 0.50 0.82 0.72 0.76 0.84 0.30 0.17 0.30 0.00 0.75 Avail Cap(c_a), veh/h 567 599 529 284 299 284 420 467 393 400 0 410 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.7 27.1 27.8 42.5 39.5 39.7 37.8 33.9 33.1 31.1 0.0 34.8 Incr Delay (d2), s/veh 14.5 0.6 0.9 4.2 5.9 8.1 9.6 0.5 0.3 0.5 0.0 6.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 3.7 4.0 2.9 3.9 4.0 6.0 1.9 0.9 2.0 0.0 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.2 27.7 28.7 46.7 45.5 47.9 47.4 34.4 33.4 31.6 0.0 41.2 LnGrp LOS D C C D D D D C C C A D
Approach Vol, veh/h 810 456 383 374
Approach Delay, s/veh 37.9 46.7 42.5 38.5
Approach LOS D D D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 23.1 13.1 34.3 25.1 28.4 19.0
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 25.2 17.0 34.0 24.0 34.0 17.0 Max Q Clear Time (g_c+I1), s 16.0 9.4 13.7 16.7 24.0 11.5 Green Ext Time (p_c), s 0.9 0.1 2.2 1.1 0.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 40.9
HCM 6th LOS D

3.2-30
2340
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
18: Chino Av. & Mill Creek Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 3 2
Future Vol, veh/h 0 0 0 0 3 2
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 6 4
Number of Lanes 0 1 1 0 1 0
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 0 0 7.1

HCM LOS - - A

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 60%
Vol Thru, % 100% 100% 40%
Vol Right, % 0% 0% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 0 0 5
LT Vol 0 0 3
Through Vol 0 0 2
RT Vol 0 0 0
Lane Flow Rate 0 0 10
Geometry Grp 1 1 1
Degree of Util (X) 0 0 0.011
Departure Headway (Hd) 3.941 3.952 4.054
Convergence, Y/N Yes Yes Yes
Cap 0 0 888
Service Time 1.943 1.956 2.054
HCM Lane V/C Ratio 0 0 0.011
HCM Control Delay 6.9 7 7.1
HCM Lane LOS N N A
HCM 95th-tile Q 0 0 0

3.2-31
2341
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 526 376 1106 377 262
Future Volume (vph) 4 526 376 1106 377 262
Turn Type NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0 10.0
Minimum Split (s) 22.5 22.5 11.2 22.5 22.5 22.5
Total Split (s) 37.0 37.0 28.0 53.0 25.0 25.0
Total Split (%) 41.1% 41.1% 31.1% 58.9% 27.8% 27.8%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 27.4 27.4 20.4 39.7 14.5 14.5
Actuated g/C Ratio 0.34 0.34 0.26 0.50 0.18 0.18
v/c Ratio 0.21 0.89 0.85 0.61 0.57 0.53
Control Delay 21.0 40.0 48.3 16.3 34.4 8.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.0 40.0 48.3 16.3 34.4 8.3

LOS C D D B C A
Approach Delay 36.3 24.4 23.7
Approach LOS D C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 79.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 27.1 Intersection LOS: C
Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

3.2-32
2342
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 123 4 526 376 1106 0 0 377 262 Future Volume (veh/h) 0 0 0 123 4 526 376 1106 0 0 377 262 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 126 4 367 384 1129 0 0 385 228
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 481 15 441 438 1945 0 0 745 316
Arrive On Green 0.28 0.28 0.28 0.25 0.52 0.00 0.00 0.20 0.20 Sat Flow, veh/h 1729 55 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 130 0 367 384 1129 0 0 385 228
Grp Sat Flow(s),veh/h/ln 1784 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 3.5 0.0 13.4 12.7 12.7 0.0 0.0 5.6 8.3
Cycle Q Clear(g_c), s 3.5 0.0 13.4 12.7 12.7 0.0 0.0 5.6 8.3 Prop In Lane 0.97 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 496 0 441 438 1945 0 0 745 316
V/C Ratio(X) 0.26 0.00 0.83 0.88 0.58 0.00 0.00 0.52 0.72 Avail Cap(c_a), veh/h 895 0 795 679 2852 0 0 1146 485
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.3 0.0 20.8 22.3 10.1 0.0 0.0 21.9 23.0 Incr Delay (d2), s/veh 0.3 0.0 4.2 5.4 0.3 0.0 0.0 0.6 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 4.7 5.1 3.6 0.0 0.0 2.2 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 0.0 25.0 27.6 10.4 0.0 0.0 22.5 26.1 LnGrp LOS B A C C B A A C C
Approach Vol, veh/h 497 1513 613
Approach Delay, s/veh 23.0 14.8 23.8
Approach LOS C B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.1 19.7 18.4 23.3
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 46.8 23.4 18.8 30.8
Max Q Clear Time (g_c+I1), s 14.7 14.7 10.3 15.4
Green Ext Time (p_c), s 8.6 0.4 2.0 1.7
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B

3.2-33
2343
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 436 3 1102 85 394
Future Volume (vph) 436 3 1102 85 394
Turn Type Perm NA NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4
Detector Phase 4 4 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0
Minimum Split (s) 22.5 22.5 22.5 9.6 22.5
Total Split (s) 33.0 33.0 45.0 12.0 57.0
Total Split (%) 36.7% 36.7% 50.0% 13.3% 63.3%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 22.2 22.2 33.3 7.1 41.9
Actuated g/C Ratio 0.29 0.29 0.43 0.09 0.54
v/c Ratio 0.77 0.54 0.80 0.54 0.20
Control Delay 38.9 10.2 24.7 52.5 9.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 38.9 10.2 24.7 52.5 9.4

LOS D B C D A
Approach Delay 25.2 24.7 17.1
Approach LOS C C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 77.5
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 23.3 Intersection LOS: C
Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

3.2-34
2344
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 436 3 286 0 0 0 0 1102 127 85 394 0 Future Volume (veh/h) 436 3 286 0 0 0 0 1102 127 85 394 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 343 152 233 0 1136 107 88 406 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 492 184 282 0 1413 133 113 2051 0
Arrive On Green 0.28 0.28 0.28 0.00 0.42 0.42 0.06 0.55 0.00 Sat Flow, veh/h 1781 666 1021 0 3367 317 1781 3741 0
Grp Volume(v), veh/h 343 0 385 0 630 613 88 406 0
Grp Sat Flow(s),veh/h/ln 1781 0 1687 0 1870 1813 1781 1870 0 Q Serve(g_s), s 12.2 0.0 15.1 0.0 20.9 20.9 3.4 3.9 0.0 Cycle Q Clear(g_c), s 12.2 0.0 15.1 0.0 20.9 20.9 3.4 3.9 0.0 Prop In Lane 1.00 0.61 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 492 0 466 0 785 761 113 2051 0
V/C Ratio(X) 0.70 0.00 0.83 0.00 0.80 0.80 0.78 0.20 0.00 Avail Cap(c_a), veh/h 675 0 639 0 1027 995 186 2688 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.9 0.0 24.0 0.0 18.0 18.0 32.6 8.1 0.0 Incr Delay (d2), s/veh 1.9 0.0 6.4 0.0 3.5 3.7 4.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 0.0 6.1 0.0 8.0 7.8 1.5 1.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.8 0.0 30.4 0.0 21.5 21.7 36.9 8.1 0.0 LnGrp LOS C A C A C C D A A
Approach Vol, veh/h 728 1243 494
Approach Delay, s/veh 27.8 21.6 13.3
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.1 35.9 25.7 45.0
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 7.4 38.8 26.8 50.8
Max Q Clear Time (g_c+I1), s 5.4 22.9 17.1 5.9
Green Ext Time (p_c), s 0.0 6.7 2.4 2.5
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

3.2-35
2345
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 132 57 28 70 243 144 811 58 244 318 Future Volume (vph) 132 57 28 70 243 144 811 58 244 318 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 3 8 8 5 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 Total Split (s) 26.0 33.0 11.0 18.0 18.0 27.0 50.0 50.0 26.0 49.0 Total Split (%) 21.7% 27.5% 9.2% 15.0% 15.0% 22.5% 41.7% 41.7% 21.7% 40.8% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 14.3 23.7 5.9 10.8 10.8 15.2 34.9 34.9 21.7 41.4 Actuated g/C Ratio 0.14 0.23 0.06 0.10 0.10 0.15 0.34 0.34 0.21 0.40 v/c Ratio 0.70 0.53 0.36 0.43 0.69 0.72 0.83 0.11 0.85 0.39 Control Delay 61.1 27.2 62.9 55.4 15.5 61.1 39.0 0.4 65.4 22.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 61.1 27.2 62.9 55.4 15.5 61.1 39.0 0.4 65.4 22.1

LOS E C E E B E D A E C
Approach Delay 40.6 27.5 39.9 37.5
Approach LOS D C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 103.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 37.5 Intersection LOS: D
Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

3.2-36
2346
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 57 144 28 70 243 144 811 58 244 318 124 Future Volume (veh/h) 132 57 144 28 70 243 144 811 58 244 318 124 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 152 66 113 32 80 245 166 932 56 280 366 121 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 181 123 210 48 223 189 196 1132 505 310 1017 332 Arrive On Green 0.11 0.21 0.21 0.03 0.13 0.13 0.12 0.34 0.34 0.19 0.41 0.41 Sat Flow, veh/h 1594 587 1004 1594 1772 1502 1594 3367 1502 1594 2495 813 Grp Volume(v), veh/h 152 0 179 32 80 245 166 932 56 280 245 242 Grp Sat Flow(s),veh/h/ln 1594 0 1591 1594 1772 1502 1594 1683 1502 1594 1683 1625 Q Serve(g_s), s 8.8 0.0 9.4 1.9 3.9 11.8 9.6 23.9 2.4 16.1 9.5 9.7 Cycle Q Clear(g_c), s 8.8 0.0 9.4 1.9 3.9 11.8 9.6 23.9 2.4 16.1 9.5 9.7 Prop In Lane 1.00 0.63 1.00 1.00 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 181 0 333 48 223 189 196 1132 505 310 686 662 V/C Ratio(X) 0.84 0.00 0.54 0.67 0.36 1.30 0.85 0.82 0.11 0.90 0.36 0.36 Avail Cap(c_a), veh/h 363 0 454 109 223 189 380 1570 700 363 767 741 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.8 0.0 33.1 45.1 37.6 41.1 40.3 28.6 21.5 37.0 19.3 19.4 Incr Delay (d2), s/veh 3.9 0.0 1.3 5.8 1.0 167.8 3.8 2.6 0.1 21.3 0.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 3.5 0.8 1.7 12.9 3.7 9.1 0.8 7.7 3.4 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 0.0 34.4 50.9 38.6 208.9 44.1 31.2 21.6 58.3 19.6 19.7 LnGrp LOS D A C D D F D C C E B B
Approach Vol, veh/h 331 357 1154 767
Approach Delay, s/veh 39.1 156.5 32.6 33.8
Approach LOS D F C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.9 37.8 7.4 25.9 16.2 44.5 15.3 18.0 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 21.4 43.8 6.4 26.8 22.4 42.8 21.4 11.8 Max Q Clear Time (g_c+I1), s 18.1 25.9 3.9 11.4 11.6 11.7 10.8 13.8 Green Ext Time (p_c), s 0.1 5.7 0.0 0.7 0.1 2.7 0.1 0.0 Intersection Summary
HCM 6th Ctrl Delay 50.7
HCM 6th LOS D

3.2-37
2347
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 2 0 1025 446 3
Future Vol, veh/h 5 2 0 1025 446 3
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 6 2 0 1165 507 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1092 509 510 0 - 0
Stage 1 509 - - - - -
Stage 2 583 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver 223 563 1053 - - -
Stage 1 603 - - - - -
Stage 2 522 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 223 563 1053 - - -
Mov Cap-2 Maneuver 422 - - - - -
Stage 1 603 - - - - -
Stage 2 522 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.1 0 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1053 - 455 - -
HCM Lane V/C Ratio - - 0.017 - -
HCM Control Delay (s) 0 - 13.1 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.1 - -

3.2-38
2348
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 138 578 240 646 244 156 586 310 169 182 73 Future Volume (vph) 138 578 240 646 244 156 586 310 169 182 73 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 12.0 48.5 13.9 50.4 50.4 11.3 46.2 46.2 11.4 46.3 46.3 Total Split (%) 10.0% 40.4% 11.6% 42.0% 42.0% 9.4% 38.5% 38.5% 9.5% 38.6% 38.6% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 7.2 21.0 9.7 23.5 23.5 7.1 19.3 19.3 7.2 19.4 19.4 Actuated g/C Ratio 0.09 0.26 0.12 0.29 0.29 0.09 0.24 0.24 0.09 0.24 0.24 v/c Ratio 0.47 0.41 0.60 0.65 0.41 0.54 0.50 0.58 0.58 0.22 0.16 Control Delay 44.9 23.9 44.3 28.2 7.7 47.1 27.9 13.2 47.8 25.6 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.9 23.9 44.3 28.2 7.7 47.1 27.9 13.2 47.8 25.6 2.4

LOS D C D C A D C B D C A
Approach Delay 27.6 27.2 26.4 30.5
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 80.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 27.5 Intersection LOS: C
Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

3.2-39
2349
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 138 578 72 240 646 244 156 586 310 169 182 73 Future Volume (veh/h) 138 578 72 240 646 244 156 586 310 169 182 73 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 144 602 63 250 673 183 162 610 200 176 190 5 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 254 1489 153 355 990 442 260 1120 348 271 790 353 Arrive On Green 0.07 0.25 0.25 0.10 0.28 0.28 0.08 0.22 0.22 0.08 0.22 0.22 Sat Flow, veh/h 3456 5973 612 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 144 484 181 250 673 183 162 610 200 176 190 5 Grp Sat Flow(s),veh/h/ln 1728 1609 1760 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 2.5 5.2 5.4 4.4 10.5 5.9 2.8 6.6 7.0 3.1 2.7 0.2 Cycle Q Clear(g_c), s 2.5 5.2 5.4 4.4 10.5 5.9 2.8 6.6 7.0 3.1 2.7 0.2 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 254 1203 439 355 990 442 260 1120 348 271 790 353 V/C Ratio(X) 0.57 0.40 0.41 0.70 0.68 0.41 0.62 0.54 0.58 0.65 0.24 0.01 Avail Cap(c_a), veh/h 409 3242 1183 514 2496 1113 370 3268 1014 376 2280 1017 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.0 19.6 19.6 27.1 20.1 18.4 28.0 21.6 21.8 28.0 20.0 19.0 Incr Delay (d2), s/veh 0.7 0.2 0.6 1.0 0.8 0.6 0.9 0.4 1.5 1.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 1.6 1.9 1.6 3.6 1.8 1.1 2.3 2.3 1.2 1.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.7 19.8 20.3 28.1 20.9 19.0 29.0 22.1 23.3 29.0 20.1 19.0 LnGrp LOS C B C C C B C C C C C B
Approach Vol, veh/h 809 1106 972 371
Approach Delay, s/veh 21.5 22.2 23.5 24.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.5 19.9 11.0 22.1 9.3 20.1 9.2 23.9 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.8 40.0 9.3 42.0 6.7 40.1 7.4 43.9 Max Q Clear Time (g_c+I1), s 5.1 9.0 6.4 7.4 4.8 4.7 4.5 12.5 Green Ext Time (p_c), s 0.0 4.7 0.1 4.0 0.0 1.1 0.1 4.9 Intersection Summary
HCM 6th Ctrl Delay 22.6
HCM 6th LOS C

3.2-40
2350
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 787 308 677 168 258 0 944
Future Volume (vph) 787 308 677 168 258 0 944
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 35.0 35.0 41.0 44.0 44.0 44.0
Total Split (%) 29.2% 29.2% 34.2% 36.7% 36.7% 36.7%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min Min Min Min Min
Act Effct Green (s) 42.5 42.5 30.2 120.0 28.2 28.2 28.2 Actuated g/C Ratio 0.35 0.35 0.25 1.00 0.24 0.24 0.24
v/c Ratio 0.47 0.43 0.83 0.07 0.64 0.73 0.70
Control Delay 33.5 5.8 40.0 0.0 47.7 10.5 8.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.5 5.8 40.0 0.0 47.7 10.5 8.9

LOS C A D A D B A
Approach Delay 25.7 32.1 17.1
Approach LOS C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 24.1 Intersection LOS: C
Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

3.2-41
2351
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 787 308 0 677 168 0 0 0 258 0 944 Future Volume (veh/h) 0 787 308 0 677 168 0 0 0 258 0 944 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 855 0 0 736 0 187 0 651
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 2 2 2
Cap, veh/h 0 3373 0 2348 422 0 751
Arrive On Green 0.00 0.66 0.00 0.00 0.22 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 855 0 0 736 0 187 0 651
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 8.2 0.0 0.0 20.9 0.0 10.7 0.0 23.7
Cycle Q Clear(g_c), s 0.0 8.2 0.0 0.0 20.9 0.0 10.7 0.0 23.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3373 0 2348 422 0 751
V/C Ratio(X) 0.00 0.25 0.00 0.31 0.44 0.00 0.87
Avail Cap(c_a), veh/h 0 3373 0 2348 571 0 1017
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.87 0.00 0.00 0.85 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.3 0.0 0.0 24.1 0.0 39.0 0.0 44.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 0.7 0.0 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.6 0.0 0.0 9.8 0.0 4.7 0.0 9.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 8.5 0.0 0.0 24.1 0.0 39.8 0.0 50.2 LnGrp LOS A A A C D A D
Approach Vol, veh/h 855 A 736 A 838
Approach Delay, s/veh 8.5 24.1 47.8
Approach LOS A C D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 86.1 33.9 86.1
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 28.2 38.5 34.2
Max Q Clear Time (g_c+I1), s 10.2 25.7 22.9
Green Ext Time (p_c), s 4.9 2.8 3.3
Intersection Summary
HCM 6th Ctrl Delay 26.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

3.2-42
2352
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 399 679 194 399 446 377
Future Volume (vph) 399 679 194 399 446 377
Turn Type NA Perm Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 2 8
Detector Phase 2 2 1 6 8 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 61.3 61.3 11.5 22.5 22.5 22.5
Total Split (s) 65.0 65.0 19.0 84.0 36.0 36.0
Total Split (%) 54.2% 54.2% 15.8% 70.0% 30.0% 30.0%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 61.8 61.8 12.1 79.9 26.8 26.8
Actuated g/C Ratio 0.52 0.52 0.10 0.67 0.22 0.22
v/c Ratio 0.17 0.63 0.61 0.13 0.79 0.52
Control Delay 26.1 21.3 59.5 8.0 49.5 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.1 21.3 59.5 8.0 49.5 7.7

LOS C C E A D A
Approach Delay 23.1 24.8 36.3
Approach LOS C C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 27.9 Intersection LOS: C
Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

3.2-43
2353
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 399 679 194 399 446 377
Future Volume (veh/h) 399 679 194 399 446 377
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 434 426 211 434 485 242
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2962 919 271 3617 644 287
Arrive On Green 0.19 0.19 0.08 0.71 0.18 0.18
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 434 426 211 434 485 242
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 8.5 28.6 7.2 3.3 15.5 17.7
Cycle Q Clear(g_c), s 8.5 28.6 7.2 3.3 15.5 17.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2962 919 271 3617 644 287
V/C Ratio(X) 0.15 0.46 0.78 0.12 0.75 0.84
Avail Cap(c_a), veh/h 2962 919 374 3617 891 396
HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.85 0.85 0.91 0.91 1.00 1.00
Uniform Delay (d), s/veh 23.8 31.9 54.3 5.6 46.6 47.5
Incr Delay (d2), s/veh 0.1 1.4 6.3 0.1 2.4 11.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 12.3 3.2 0.9 6.9 7.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 33.4 60.6 5.6 49.0 59.0
LnGrp LOS C C E A D E
Approach Vol, veh/h 860 645 727
Approach Delay, s/veh 28.6 23.6 52.3
Approach LOS C C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 15.4 76.9 92.3 27.7
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 13.0 57.7 76.7 30.0
Max Q Clear Time (g_c+I1), s 9.2 30.6 5.3 19.7
Green Ext Time (p_c), s 0.2 4.2 2.7 2.0
Intersection Summary
HCM 6th Ctrl Delay 34.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

3.2-44
2354
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 45
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 359 259 255 27 192 241 285 17 20 56 111 Future Volume (vph) 359 259 255 27 192 241 285 17 20 56 111 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 7 4 4 3 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 40.5 40.5 9.6 40.5 9.6 48.5 48.5 9.6 48.5 48.5 Total Split (s) 17.0 47.9 47.9 9.6 40.5 13.0 52.2 52.2 10.3 49.5 49.5 Total Split (%) 14.2% 39.9% 39.9% 8.0% 33.8% 10.8% 43.5% 43.5% 8.6% 41.3% 41.3% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 13.5 26.5 26.5 5.4 11.4 9.2 24.6 24.6 5.7 11.6 11.6 Actuated g/C Ratio 0.19 0.38 0.38 0.08 0.16 0.13 0.35 0.35 0.08 0.17 0.17 v/c Ratio 0.59 0.12 0.36 0.11 0.30 0.58 0.25 0.03 0.15 0.20 0.31 Control Delay 33.8 16.8 4.6 39.1 22.4 38.6 17.7 0.1 41.1 25.9 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 16.8 4.6 39.1 22.4 38.6 17.7 0.1 41.1 25.9 4.3

LOS C B A D C D B A D C A
Approach Delay 20.2 24.2 26.5 14.7
Approach LOS C C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 69.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay: 22.0 Intersection LOS: C
Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

3.2-45
2355
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 46
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 359 259 255 27 192 42 241 285 17 20 56 111 Future Volume (veh/h) 359 259 255 27 192 42 241 285 17 20 56 111 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 390 282 167 29 209 26 262 310 8 22 61 94 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 550 1546 381 117 531 64 401 721 322 48 213 180 Arrive On Green 0.16 0.24 0.24 0.03 0.11 0.11 0.12 0.20 0.20 0.03 0.11 0.11 Sat Flow, veh/h 3456 6434 1585 3456 4616 558 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 390 282 167 29 153 82 262 310 8 22 61 94 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1770 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 4.8 1.6 4.0 0.4 1.9 1.9 3.2 3.4 0.2 0.5 1.3 2.5 Cycle Q Clear(g_c), s 4.8 1.6 4.0 0.4 1.9 1.9 3.2 3.4 0.2 0.5 1.3 2.5 Prop In Lane 1.00 1.00 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 550 1546 381 117 391 203 401 721 322 48 213 180 V/C Ratio(X) 0.71 0.18 0.44 0.25 0.39 0.41 0.65 0.43 0.02 0.46 0.29 0.52 Avail Cap(c_a), veh/h 958 5955 1467 386 2587 1345 649 3631 1619 227 1798 1524 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 13.5 14.4 21.1 18.3 18.4 18.9 15.6 14.3 21.5 18.2 18.7 Incr Delay (d2), s/veh 0.6 0.1 0.8 0.4 0.6 1.3 0.7 0.4 0.0 2.6 0.7 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.4 1.1 0.1 0.6 0.7 1.1 1.1 0.1 0.2 0.5 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 13.6 15.2 21.5 19.0 19.7 19.6 16.0 14.3 24.0 18.9 21.0 LnGrp LOS B B B C B B B B B C B C
Approach Vol, veh/h 839 264 580 177
Approach Delay, s/veh 16.2 19.5 17.6 20.7
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.8 15.6 6.1 17.2 9.8 11.6 11.7 11.6 Change Period (Y+Rc), s 4.6 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 5.7 45.7 5.0 41.4 8.4 43.0 12.4 34.0 Max Q Clear Time (g_c+I1), s 2.5 5.4 2.4 6.0 5.2 4.5 6.8 3.9 Green Ext Time (p_c), s 0.0 2.0 0.0 2.2 0.2 0.6 0.4 1.2 Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B

3.2-46
2356
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 380 1 176 493 467 1180 321
Future Volume (vph) 380 1 176 493 467 1180 321
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 4 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 8.0 8.0 8.0
Minimum Split (s) 10.8 10.8 10.8 10.0 43.8 38.8 38.8
Total Split (s) 24.0 24.0 24.0 24.0 66.0 42.0 42.0
Total Split (%) 26.7% 26.7% 26.7% 26.7% 73.3% 46.7% 46.7% Yellow Time (s) 4.8 4.8 4.8 4.0 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.0 5.8 5.8 5.8
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Min C-Min C-Min
Act Effct Green (s) 15.7 15.7 15.7 16.8 62.7 40.9 40.9
Actuated g/C Ratio 0.17 0.17 0.17 0.19 0.70 0.45 0.45
v/c Ratio 0.70 0.71 0.41 0.79 0.13 0.41 0.37
Control Delay 47.9 47.9 8.5 39.6 1.5 17.9 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.9 47.9 8.5 39.6 1.5 17.9 3.5

LOS D D A D A B A
Approach Delay 36.7 21.1 14.8
Approach LOS D C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 20.8 Intersection LOS: C
Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

3.2-47
2357
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 380 1 176 493 467 0 0 1180 321 Future Volume (veh/h) 0 0 0 380 1 176 493 467 0 0 1180 321 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 411 0 48 503 477 0 0 1204 228
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 512 0 228 1308 3714 0 0 1831 439
Arrive On Green 0.14 0.00 0.14 0.12 0.24 0.00 0.00 0.28 0.28 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 6696 1542
Grp Volume(v), veh/h 411 0 48 503 477 0 0 1204 228
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1609 1542 Q Serve(g_s), s 10.0 0.0 2.4 12.0 6.6 0.0 0.0 14.8 11.2 Cycle Q Clear(g_c), s 10.0 0.0 2.4 12.0 6.6 0.0 0.0 14.8 11.2 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 512 0 228 1308 3714 0 0 1831 439 V/C Ratio(X) 0.80 0.00 0.21 0.38 0.13 0.00 0.00 0.66 0.52 Avail Cap(c_a), veh/h 720 0 321 1308 3714 0 0 2588 620
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.97 0.97 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 0.0 34.0 29.7 11.8 0.0 0.0 28.3 27.0 Incr Delay (d2), s/veh 4.4 0.0 0.5 0.1 0.1 0.0 0.0 1.9 4.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 2.3 5.4 2.0 0.0 0.0 5.5 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 0.0 34.5 29.8 11.9 0.0 0.0 30.2 31.4 LnGrp LOS D A C C B A A C C
Approach Vol, veh/h 459 980 1432
Approach Delay, s/veh 41.0 21.1 30.4
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 71.3 18.7 39.9 31.4
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 60.2 18.2 19.0 * 36
Max Q Clear Time (g_c+I1), s 8.6 12.0 14.0 16.8
Green Ext Time (p_c), s 3.2 0.9 0.5 8.7
Intersection Summary
HCM 6th Ctrl Delay 28.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-48
2358
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 112 1 426 850 505 477 1083
Future Volume (vph) 112 1 426 850 505 477 1083
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 8 8 2 1 6
Permitted Phases 8 2
Detector Phase 8 8 8 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 32.8 32.8 9.0 33.8
Total Split (s) 24.0 24.0 24.0 42.0 42.0 24.0 66.0
Total Split (%) 26.7% 26.7% 26.7% 46.7% 46.7% 26.7% 73.3% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.0 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.0 5.8
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Act Effct Green (s) 12.3 12.3 12.3 45.5 45.5 16.6 66.1
Actuated g/C Ratio 0.14 0.14 0.14 0.51 0.51 0.18 0.73
v/c Ratio 0.44 0.73 0.70 0.27 0.49 0.76 0.29
Control Delay 40.4 30.0 27.7 14.2 3.5 52.4 0.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.4 30.0 27.7 14.2 3.5 52.4 0.9

LOS D C C B A D A
Approach Delay 31.0 10.2 16.7
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 16.4 Intersection LOS: B
Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

3.2-49
2359
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 1 426 0 0 0 0 850 505 477 1083 0 Future Volume (veh/h) 112 1 426 0 0 0 0 850 505 477 1083 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 76 0 236 0 859 334 482 1094 0
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 183 0 326 0 3629 875 552 3923 0
Arrive On Green 0.10 0.00 0.10 0.00 0.56 0.56 0.32 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 76 0 236 0 859 334 482 1094 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1609 1551 1728 1702 0 Q Serve(g_s), s 3.6 0.0 6.5 0.0 6.0 10.8 11.8 0.0 0.0
Cycle Q Clear(g_c), s 3.6 0.0 6.5 0.0 6.0 10.8 11.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 183 0 326 0 3629 875 552 3923 0
V/C Ratio(X) 0.42 0.00 0.72 0.00 0.24 0.38 0.87 0.28 0.00 Avail Cap(c_a), veh/h 360 0 641 0 3629 875 768 3923 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.89 0.89 0.00 Uniform Delay (d), s/veh 37.8 0.0 39.1 0.0 9.9 10.9 29.7 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 3.1 0.0 0.2 1.3 5.7 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 2.5 0.0 1.8 3.3 4.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.3 0.0 42.2 0.0 10.0 12.2 35.4 0.2 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 312 1193 1576
Approach Delay, s/veh 41.5 10.6 10.9
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.4 56.6 74.9 15.1
Change Period (Y+Rc), s 4.0 5.8 5.8 5.8
Max Green Setting (Gmax), s 20.0 36.2 60.2 18.2
Max Q Clear Time (g_c+I1), s 13.8 12.8 2.0 8.5
Green Ext Time (p_c), s 0.5 6.9 8.7 0.8
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-50
2360
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 166 506 277 113 369 137 227 807 242 781 Future Volume (vph) 166 506 277 113 369 137 227 807 242 781 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 38.2 38.2 9.6 38.2 38.2 9.6 32.2 9.6 33.2 Total Split (s) 21.0 42.2 42.2 17.0 38.2 38.2 27.0 32.8 28.0 33.8 Total Split (%) 17.5% 35.2% 35.2% 14.2% 31.8% 31.8% 22.5% 27.3% 23.3% 28.2% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 4.6 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 14.3 23.1 23.1 10.8 19.6 19.6 18.5 24.1 20.3 25.9 Actuated g/C Ratio 0.14 0.23 0.23 0.11 0.20 0.20 0.18 0.24 0.20 0.26 v/c Ratio 0.75 0.67 0.51 0.68 0.58 0.35 0.80 0.78 0.77 0.81 Control Delay 65.5 40.4 7.4 67.1 41.1 8.6 61.8 42.0 57.5 40.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.5 40.4 7.4 67.1 41.1 8.6 61.8 42.0 57.5 40.8

LOS E D A E D A E D E D
Approach Delay 35.1 38.6 46.1 44.1
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 100.4
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 41.6 Intersection LOS: D
Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

3.2-51
2361
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 506 277 113 369 137 227 807 70 242 781 196 Future Volume (veh/h) 166 506 277 113 369 137 227 807 70 242 781 196 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 169 516 214 115 377 91 232 823 64 247 797 167 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 200 775 337 141 650 288 265 1103 85 280 1077 224 Arrive On Green 0.13 0.23 0.23 0.09 0.19 0.19 0.17 0.24 0.24 0.18 0.27 0.27 Sat Flow, veh/h 1594 3367 1463 1594 3367 1492 1594 4572 354 1594 4004 832 Grp Volume(v), veh/h 169 516 214 115 377 91 232 579 308 247 641 323 Grp Sat Flow(s),veh/h/ln 1594 1683 1463 1594 1683 1492 1594 1612 1701 1594 1612 1611 Q Serve(g_s), s 9.1 12.2 11.6 6.2 8.9 2.8 12.5 14.6 14.7 13.3 15.9 16.1 Cycle Q Clear(g_c), s 9.1 12.2 11.6 6.2 8.9 2.8 12.5 14.6 14.7 13.3 15.9 16.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.52
Lane Grp Cap(c), veh/h 200 775 337 141 650 288 265 778 410 280 867 433 V/C Ratio(X) 0.84 0.67 0.64 0.82 0.58 0.32 0.87 0.75 0.75 0.88 0.74 0.75 Avail Cap(c_a), veh/h 298 1381 600 225 1227 544 407 977 515 425 1014 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.5 30.7 30.5 39.3 32.2 11.2 35.7 30.8 30.8 35.3 29.3 29.3 Incr Delay (d2), s/veh 8.9 1.0 2.0 5.3 0.8 0.6 8.6 2.4 4.6 9.3 2.4 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 4.7 3.9 2.5 3.4 1.5 5.1 5.5 6.1 5.5 5.9 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.4 31.7 32.5 44.6 33.0 11.8 44.3 33.2 35.5 44.6 31.7 34.4 LnGrp LOS D C C D C B D C D D C C
Approach Vol, veh/h 899 583 1119 1211
Approach Delay, s/veh 34.7 32.0 36.1 35.1
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.6 27.4 12.4 26.4 19.2 29.8 15.6 23.1 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 23.4 * 27 12.4 36.0 22.4 27.6 16.4 32.0 Max Q Clear Time (g_c+I1), s 15.3 16.7 8.2 14.2 14.5 18.1 11.1 10.9 Green Ext Time (p_c), s 0.2 3.6 0.0 3.7 0.2 3.9 0.1 2.3 Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-52
2362
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 161 231 10 52 58 92 945 68 919
Future Volume (vph) 161 231 10 52 58 92 945 68 919
Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 27.4 41.0 9.7 23.3 23.3 18.0 53.1 16.2 51.3 Total Split (%) 22.8% 34.2% 8.1% 19.4% 19.4% 15.0% 44.3% 13.5% 42.8% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Act Effct Green (s) 17.5 27.1 5.8 9.7 9.7 11.0 28.0 16.4 33.7 Actuated g/C Ratio 0.21 0.32 0.07 0.12 0.12 0.13 0.33 0.19 0.40 v/c Ratio 0.51 0.68 0.09 0.27 0.18 0.47 0.57 0.23 0.73
Control Delay 43.3 33.8 51.5 44.3 1.2 49.8 28.2 35.8 27.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.3 33.8 51.5 44.3 1.2 49.8 28.2 35.8 27.5

LOS D C D D A D C D C
Approach Delay 36.7 24.0 30.0 28.0
Approach LOS D C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 84.3
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 30.3 Intersection LOS: C
Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

3.2-53
2363
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 231 128 10 52 58 92 945 21 68 919 64 Future Volume (veh/h) 161 231 128 10 52 58 92 945 21 68 919 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 168 241 108 10 54 28 96 984 21 71 957 63 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 209 295 132 20 244 206 120 1518 32 259 1250 82 Arrive On Green 0.13 0.26 0.26 0.01 0.14 0.14 0.08 0.29 0.29 0.16 0.38 0.38 Sat Flow, veh/h 1594 1153 517 1594 1772 1502 1594 5183 111 1594 3288 216 Grp Volume(v), veh/h 168 0 349 10 54 28 96 673 332 71 516 504 Grp Sat Flow(s),veh/h/ln 1594 0 1670 1594 1772 1502 1594 1772 1750 1594 1772 1733 Q Serve(g_s), s 6.8 0.0 13.1 0.4 1.8 0.7 4.0 11.1 11.1 2.6 17.0 17.0 Cycle Q Clear(g_c), s 6.8 0.0 13.1 0.4 1.8 0.7 4.0 11.1 11.1 2.6 17.0 17.0 Prop In Lane 1.00 0.31 1.00 1.00 1.00 0.06 1.00 0.12
Lane Grp Cap(c), veh/h 209 0 428 20 244 206 120 1038 512 259 674 659 V/C Ratio(X) 0.80 0.00 0.82 0.49 0.22 0.14 0.80 0.65 0.65 0.27 0.77 0.77 Avail Cap(c_a), veh/h 544 0 910 122 496 421 320 2574 1271 277 1239 1212 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.2 0.0 23.3 32.7 25.6 10.7 30.4 20.6 20.6 24.5 18.1 18.1 Incr Delay (d2), s/veh 7.0 0.0 3.9 17.5 0.5 0.3 11.4 0.7 1.4 0.6 1.9 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 5.1 0.2 0.7 0.4 1.7 3.9 3.9 0.9 5.9 5.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 0.0 27.2 50.3 26.1 11.0 41.8 21.3 22.0 25.1 19.9 20.0 LnGrp LOS D A C D C B D C C C B B
Approach Vol, veh/h 517 92 1101 1091
Approach Delay, s/veh 29.8 24.1 23.3 20.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.5 24.1 5.4 21.7 9.6 30.0 13.4 13.8 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 11.6 48.5 5.1 36.4 13.4 46.7 22.8 18.7 Max Q Clear Time (g_c+I1), s 4.6 13.1 2.4 15.1 6.0 19.0 8.8 3.8 Green Ext Time (p_c), s 0.1 6.5 0.0 2.0 0.1 6.4 0.3 0.2 Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C

3.2-54
2364
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group WBL WBR NBT SBL SBT Ø4
Lane Configurations
Traffic Volume (vph) 10 15 980 45 1020
Future Volume (vph) 10 15 980 45 1020
Turn Type Prot Perm NA Prot NA
Protected Phases 3 2 1 6 4
Permitted Phases 8
Detector Phase 3 8 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 10.0 5.0 10.0 5.0
Minimum Split (s) 9.6 32.6 37.5 9.6 23.5 22.5
Total Split (s) 13.0 35.5 63.5 21.0 84.5 22.5
Total Split (%) 10.8% 29.6% 52.9% 17.5% 70.4% 19%
Yellow Time (s) 3.6 3.6 5.5 3.6 5.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 6.5 4.6 6.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None
Act Effct Green (s) 9.0 9.6 27.7 8.1 32.4
Actuated g/C Ratio 0.25 0.27 0.78 0.23 0.91
v/c Ratio 0.03 0.03 0.28 0.13 0.36
Control Delay 15.6 0.1 7.5 21.4 4.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 15.6 0.1 7.5 21.4 4.2

LOS B A A C A
Approach Delay 7.5 5.0
Approach LOS A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 35.7
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.36
Intersection Signal Delay: 6.2 Intersection LOS: A
Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

3.2-55
2365
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 10 0 15 0 980 11 45 1020 0 Future Volume (veh/h) 0 0 0 10 0 15 0 980 11 45 1020 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 0 0 0 11 0 10 0 1043 10 48 1085 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 215 5 0 23 87 73 215 2117 20 86 2086 0
Arrive On Green 0.00 0.00 0.00 0.01 0.00 0.05 0.00 0.43 0.43 0.05 0.62 0.00 Sat Flow, veh/h 1257 1772 0 1594 1772 1484 465 4940 47 1594 3455 0 Grp Volume(v), veh/h 0 0 0 11 0 10 0 681 372 48 1085 0
Grp Sat Flow(s),veh/h/ln 1257 1772 0 1594 1772 1484 465 1612 1762 1594 1683 0 Q Serve(g_s), s 0.0 0.0 0.0 0.2 0.0 0.2 0.0 5.1 5.1 1.0 6.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.2 0.0 0.2 0.0 5.1 5.1 1.0 6.1 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.03 1.00 0.00
Lane Grp Cap(c), veh/h 215 5 0 23 87 73 215 1382 755 86 2086 0 V/C Ratio(X) 0.00 0.00 0.00 0.48 0.00 0.14 0.00 0.49 0.49 0.56 0.52 0.00 Avail Cap(c_a), veh/h 1019 952 0 399 1634 1368 807 5485 2997 780 7836 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 16.4 0.0 15.3 0.0 6.9 6.9 15.5 3.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 5.5 0.0 0.8 0.0 0.3 0.5 2.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.1 0.0 0.1 0.0 0.6 0.7 0.3 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 0.0 21.9 0.0 16.1 0.0 7.2 7.4 17.6 3.8 0.0 LnGrp LOS A A A C A B A A A B A A
Approach Vol, veh/h 0 21 1053 1133
Approach Delay, s/veh 0.0 19.1 7.3 4.4
Approach LOS B A A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 6.4 20.9 5.1 1.2 27.3 6.2
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 16.4 57.0 8.4 * 18 78.0 30.9 Max Q Clear Time (g_c+I1), s 3.0 7.1 2.2 0.0 8.1 2.2
Green Ext Time (p_c), s 0.0 7.1 0.0 0.0 8.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 5.9
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-56
2366
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 95 508 265 243 176 106 95 744 293 147 753 60 Future Volume (vph) 95 508 265 243 176 106 95 744 293 147 753 60 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 3 8 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 10.2 40.4 16.0 46.2 46.2 16.0 42.6 21.0 47.6 47.6 Total Split (%) 8.5% 33.7% 13.3% 38.5% 38.5% 13.3% 35.5% 17.5% 39.7% 39.7% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.8 21.4 95.8 11.3 27.0 27.0 9.8 27.1 95.8 13.3 30.6 30.6 Actuated g/C Ratio 0.06 0.22 1.00 0.12 0.28 0.28 0.10 0.28 1.00 0.14 0.32 0.32 v/c Ratio 0.56 0.68 0.19 0.73 0.37 0.21 0.62 0.79 0.21 0.70 0.70 0.11 Control Delay 61.4 39.4 0.3 56.9 31.2 2.4 62.9 38.9 0.3 60.4 33.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.4 39.4 0.3 56.9 31.2 2.4 62.9 38.9 0.3 60.4 33.0 0.4

LOS E D A E C A E D A E C A
Approach Delay 29.9 37.3 30.9 35.1
Approach LOS C D C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 95.8
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 32.8 Intersection LOS: C
Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

3.2-57
2367
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 508 265 243 176 106 95 744 293 147 753 60 Future Volume (veh/h) 95 508 265 243 176 106 95 744 293 147 753 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 100 535 0 256 185 70 100 783 0 155 793 44 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 170 737 330 463 392 124 1009 188 1150 487
Arrive On Green 0.06 0.21 0.00 0.11 0.26 0.26 0.08 0.28 0.00 0.12 0.32 0.32 Sat Flow, veh/h 3000 3544 1502 3000 1772 1500 1594 3544 1502 1594 3544 1502 Grp Volume(v), veh/h 100 535 0 256 185 70 100 783 0 155 793 44 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 2.5 11.0 0.0 6.5 6.7 2.8 4.8 15.9 0.0 7.4 15.2 1.6 Cycle Q Clear(g_c), s 2.5 11.0 0.0 6.5 6.7 2.8 4.8 15.9 0.0 7.4 15.2 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 170 737 330 463 392 124 1009 188 1150 487 V/C Ratio(X) 0.59 0.73 0.78 0.40 0.18 0.81 0.78 0.83 0.69 0.09 Avail Cap(c_a), veh/h 215 1548 437 905 766 232 1634 334 1860 788 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.0 28.9 0.0 33.9 23.9 22.4 35.5 25.7 0.0 33.8 23.0 18.4 Incr Delay (d2), s/veh 1.2 1.4 0.0 4.3 0.6 0.2 4.6 1.3 0.0 3.5 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.4 0.0 2.4 2.6 0.9 1.9 6.0 0.0 2.8 5.6 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.3 30.3 0.0 38.2 24.4 22.6 40.1 27.0 0.0 37.3 23.7 18.5 LnGrp LOS D C D C C D C D C B
Approach Vol, veh/h 635 A 511 883 A 992
Approach Delay, s/veh 31.4 31.1 28.5 25.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.8 28.8 13.2 22.5 10.7 31.9 9.0 26.7 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 16.4 36.1 11.4 34.2 11.4 41.1 5.6 40.0 Max Q Clear Time (g_c+I1), s 9.4 17.9 8.5 13.0 6.8 17.2 4.5 8.7 Green Ext Time (p_c), s 0.1 4.4 0.1 3.1 0.0 5.0 0.0 1.1 Intersection Summary
HCM 6th Ctrl Delay 28.6
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

3.2-58
2368
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 87 468 115 562 134 45 23 40
Future Volume (vph) 87 468 115 562 134 45 23 40
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.2 9.6 27.2 9.6 28.8 9.6 28.8
Total Split (s) 19.0 41.0 23.0 45.0 25.0 45.0 11.0 31.0 Total Split (%) 15.8% 34.2% 19.2% 37.5% 20.8% 37.5% 9.2% 25.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 9.3 22.4 11.0 26.8 12.1 25.7 5.9 12.4 Actuated g/C Ratio 0.12 0.28 0.14 0.33 0.15 0.32 0.07 0.15 v/c Ratio 0.49 0.73 0.55 0.55 0.58 0.18 0.21 0.19
Control Delay 47.6 30.6 46.3 26.0 45.5 8.9 47.9 18.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.6 30.6 46.3 26.0 45.5 8.9 47.9 18.9

LOS D C D C D A D B
Approach Delay 32.6 29.3 24.8 24.7
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 80.3
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 29.6 Intersection LOS: C
Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

3.2-59
2369
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 87 468 186 115 562 35 134 45 131 23 40 53 Future Volume (veh/h) 87 468 186 115 562 35 134 45 131 23 40 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 90 482 136 119 579 23 138 46 110 24 41 47 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 111 691 193 149 960 38 172 434 384 44 299 262 Arrive On Green 0.07 0.27 0.27 0.09 0.29 0.29 0.11 0.26 0.26 0.03 0.18 0.18 Sat Flow, veh/h 1594 2579 722 1594 3298 131 1594 1683 1487 1594 1683 1474 Grp Volume(v), veh/h 90 313 305 119 295 307 138 46 110 24 41 47 Grp Sat Flow(s),veh/h/ln 1594 1683 1618 1594 1683 1746 1594 1683 1487 1594 1683 1474 Q Serve(g_s), s 3.3 10.0 10.2 4.4 9.0 9.1 5.1 1.3 3.6 0.9 1.2 1.6 Cycle Q Clear(g_c), s 3.3 10.0 10.2 4.4 9.0 9.1 5.1 1.3 3.6 0.9 1.2 1.6 Prop In Lane 1.00 0.45 1.00 0.07 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 111 451 433 149 490 508 172 434 384 44 299 262 V/C Ratio(X) 0.81 0.70 0.70 0.80 0.60 0.60 0.80 0.11 0.29 0.55 0.14 0.18 Avail Cap(c_a), veh/h 383 977 939 489 1089 1129 542 1100 972 170 707 619 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.5 19.8 19.8 26.6 18.3 18.3 26.1 17.0 17.8 28.8 20.8 21.0 Incr Delay (d2), s/veh 5.2 1.9 2.1 3.8 1.2 1.2 3.3 0.1 0.4 3.9 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 3.5 3.4 1.6 3.0 3.1 1.9 0.4 1.1 0.4 0.4 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 21.7 21.9 30.4 19.5 19.4 29.4 17.1 18.2 32.7 21.0 21.3 LnGrp LOS C C C C B B C B B C C C
Approach Vol, veh/h 708 721 294 112
Approach Delay, s/veh 23.2 21.3 23.3 23.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 21.3 10.2 22.3 11.1 16.4 8.8 23.7 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 6.4 39.2 18.4 34.8 20.4 25.2 14.4 38.8 Max Q Clear Time (g_c+I1), s 2.9 5.6 6.4 12.2 7.1 3.6 5.3 11.1 Green Ext Time (p_c), s 0.0 0.9 0.1 3.3 0.1 0.3 0.1 3.3 Intersection Summary
HCM 6th Ctrl Delay 22.5
HCM 6th LOS C

3.2-60
2370
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 94 91 54 12 48 30 20 120 8 13 186 43 Future Vol, veh/h 94 91 54 12 48 30 20 120 8 13 186 43
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 102 99 59 13 52 33 22 130 9 14 202 47
Number of Lanes 1 2 0 1 2 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 9.9 9.4 9.8 10

HCM LOS A A A A

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 83% 0% 100% 36% 0% 100% 35% 0% 100% 59% Vol Right, % 0% 0% 17% 0% 0% 64% 0% 0% 65% 0% 0% 41%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 80 48 94 61 84 12 32 46 13 124 105 LT Vol 20 0 0 94 0 0 12 0 0 13 0 0
Through Vol 0 80 40 0 61 30 0 32 16 0 124 62
RT Vol 0 0 8 0 0 54 0 0 30 0 0 43
Lane Flow Rate 22 87 52 102 66 92 13 35 50 14 135 114
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.04 0.149 0.088 0.185 0.11 0.142 0.025 0.061 0.082 0.025 0.224 0.181 Departure Headway (Hd) 6.681 6.181 6.064 6.517 6.017 5.569 6.86 6.36 5.904 6.486 5.986 5.7 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 537 581 591 552 597 644 522 563 607 553 601 630
Service Time 4.413 3.913 3.796 4.245 3.745 3.297 4.594 4.094 3.637 4.214 3.714 3.427 HCM Lane V/C Ratio 0.041 0.15 0.088 0.185 0.111 0.143 0.025 0.062 0.082 0.025 0.225 0.181 HCM Control Delay 9.7 10 9.4 10.7 9.5 9.2 9.8 9.5 9.2 9.4 10.4 9.7 HCM Lane LOS A A A B A A A A A A B A
HCM 95th-tile Q 0.1 0.5 0.3 0.7 0.4 0.5 0.1 0.2 0.3 0.1 0.9 0.7

3.2-61
2371
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 16 929 44 55 629 25 16 11 41 28
Future Volume (vph) 16 929 44 55 629 25 16 11 41 28
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 23.8 23.8 9.6 23.8 23.8 9.6 23.8 9.6 23.8 Total Split (s) 12.0 62.0 62.0 17.0 67.0 67.0 12.0 26.0 15.0 29.0 Total Split (%) 10.0% 51.7% 51.7% 14.2% 55.8% 55.8% 10.0% 21.7% 12.5% 24.2% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min None Min Act Effct Green (s) 6.5 28.3 28.3 8.0 33.2 33.2 6.5 8.6 7.4 13.1 Actuated g/C Ratio 0.10 0.45 0.45 0.13 0.53 0.53 0.10 0.14 0.12 0.21 v/c Ratio 0.09 0.63 0.06 0.26 0.36 0.03 0.09 0.16 0.21 0.11 Control Delay 39.8 18.0 0.1 37.7 10.8 0.1 39.8 19.4 38.2 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.8 18.0 0.1 37.7 10.8 0.1 39.8 19.4 38.2 22.8

LOS D B A D B A D B D C
Approach Delay 17.6 12.5 25.4 30.9
Approach LOS B B C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 63.2
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 16.4 Intersection LOS: B
Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

3.2-62
2372
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 929 44 55 629 25 16 11 27 41 28 9 Future Volume (veh/h) 16 929 44 55 629 25 16 11 27 41 28 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 999 47 59 676 27 17 12 29 44 30 10 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 37 1483 661 97 1603 715 37 45 110 80 158 53
Arrive On Green 0.02 0.42 0.42 0.05 0.45 0.45 0.02 0.09 0.09 0.04 0.12 0.12 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 486 1174 1781 1342 447 Grp Volume(v), veh/h 17 999 47 59 676 27 17 0 41 44 0 40 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1659 1781 0 1790 Q Serve(g_s), s 0.5 12.2 1.0 1.7 6.9 0.5 0.5 0.0 1.2 1.3 0.0 1.1 Cycle Q Clear(g_c), s 0.5 12.2 1.0 1.7 6.9 0.5 0.5 0.0 1.2 1.3 0.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.71 1.00 0.25
Lane Grp Cap(c), veh/h 37 1483 661 97 1603 715 37 0 155 80 0 211 V/C Ratio(X) 0.46 0.67 0.07 0.61 0.42 0.04 0.46 0.00 0.26 0.55 0.00 0.19 Avail Cap(c_a), veh/h 247 3741 1669 414 4074 1817 247 0 628 347 0 778 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.8 12.6 9.3 24.7 9.9 8.2 25.8 0.0 22.5 25.0 0.0 21.3 Incr Delay (d2), s/veh 3.2 0.5 0.0 2.3 0.2 0.0 3.2 0.0 0.9 2.2 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.6 0.3 0.7 2.0 0.1 0.2 0.0 0.5 0.5 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.1 13.2 9.4 26.9 10.1 8.2 29.1 0.0 23.4 27.2 0.0 21.7 LnGrp LOS C B A C B A C A C C A C
Approach Vol, veh/h 1063 762 58 84
Approach Delay, s/veh 13.2 11.3 25.0 24.6
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.0 10.8 7.5 28.1 5.7 12.1 5.7 29.9 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 10.4 20.2 12.4 56.2 7.4 23.2 7.4 61.2 Max Q Clear Time (g_c+I1), s 3.3 3.2 3.7 14.2 2.5 3.1 2.5 8.9 Green Ext Time (p_c), s 0.0 0.1 0.0 8.1 0.0 0.1 0.0 4.9 Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B

3.2-63
2373
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 272 10 562 142 829 1367 695
Future Volume (vph) 272 10 562 142 829 1367 695
Turn Type Perm NA Free Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 8.0 8.0 8.0
Minimum Split (s) 15.8 15.8 10.0 35.2 28.2 28.2
Total Split (s) 23.0 23.0 14.0 67.0 53.0 53.0
Total Split (%) 25.6% 25.6% 15.6% 74.4% 58.9% 58.9%
Yellow Time (s) 4.8 4.8 4.0 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.0 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max C-Max
Act Effct Green (s) 13.3 13.3 90.0 7.9 64.7 51.8 51.8
Actuated g/C Ratio 0.15 0.15 1.00 0.09 0.72 0.58 0.58
v/c Ratio 0.59 0.59 0.37 0.49 0.24 0.49 0.60
Control Delay 45.4 45.1 0.7 35.3 5.0 12.5 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.4 45.1 0.7 35.3 5.0 12.5 3.3

LOS D D A D A B A
Approach Delay 15.5 9.4 9.4
Approach LOS B A A
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 10.8 Intersection LOS: B
Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

3.2-64
2374
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 272 10 562 142 829 0 0 1367 695 Future Volume (veh/h) 0 0 0 272 10 562 142 829 0 0 1367 695 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 290 0 0 148 864 0 0 1424 576
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 396 0 216 3858 0 0 3256 998
Arrive On Green 0.11 0.00 0.00 0.12 1.00 0.00 0.00 0.64 0.64 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1565
Grp Volume(v), veh/h 290 0 0 148 864 0 0 1424 576
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1565 Q Serve(g_s), s 7.1 0.0 0.0 3.7 0.0 0.0 0.0 12.6 19.0
Cycle Q Clear(g_c), s 7.1 0.0 0.0 3.7 0.0 0.0 0.0 12.6 19.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 396 0 216 3858 0 0 3256 998
V/C Ratio(X) 0.73 0.00 0.69 0.22 0.00 0.00 0.44 0.58
Avail Cap(c_a), veh/h 681 0 346 3858 0 0 3256 998
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.89 0.89 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 0.0 0.0 38.5 0.0 0.0 0.0 8.2 9.3 Incr Delay (d2), s/veh 2.6 0.0 0.0 1.3 0.1 0.0 0.0 0.4 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 1.5 0.0 0.0 0.0 3.8 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.4 0.0 0.0 39.8 0.1 0.0 0.0 8.6 11.8 LnGrp LOS D A D A A A A B
Approach Vol, veh/h 290 A 1012 2000
Approach Delay, s/veh 41.4 5.9 9.5
Approach LOS D A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 74.2 10.6 63.6 15.8
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 60.8 9.0 46.8 17.2
Max Q Clear Time (g_c+I1), s 2.0 5.7 21.0 9.1
Green Ext Time (p_c), s 3.9 0.1 8.7 0.6
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

3.2-65
2375
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 349 2 212 614 609 1048
Future Volume (vph) 349 2 212 614 609 1048
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 26.0 26.0 26.0 34.0 30.0 64.0
Total Split (%) 28.9% 28.9% 28.9% 37.8% 33.3% 71.1%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 15.3 15.3 15.3 36.4 21.3 62.7
Actuated g/C Ratio 0.17 0.17 0.17 0.40 0.24 0.70
v/c Ratio 0.64 0.65 0.61 0.41 0.78 0.31
Control Delay 44.6 44.8 23.4 19.1 53.3 4.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.6 44.8 23.4 19.1 53.3 4.2

LOS D D C B D A
Approach Delay 36.7 19.1 22.2
Approach LOS D B C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay: 24.1 Intersection LOS: C
Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

3.2-66
2376
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 349 2 212 0 0 0 0 614 179 609 1048 0 Future Volume (veh/h) 349 2 212 0 0 0 0 614 179 609 1048 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 365 0 107 0 640 128 634 1092 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 477 0 212 0 2006 395 720 3742 0
Arrive On Green 0.13 0.00 0.13 0.00 0.47 0.47 0.42 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4447 843 3456 5274 0
Grp Volume(v), veh/h 365 0 107 0 507 261 634 1092 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1718 1728 1702 0 Q Serve(g_s), s 8.9 0.0 5.6 0.0 8.4 8.6 15.2 0.0 0.0
Cycle Q Clear(g_c), s 8.9 0.0 5.6 0.0 8.4 8.6 15.2 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.49 1.00 0.00
Lane Grp Cap(c), veh/h 477 0 212 0 1596 806 720 3742 0
V/C Ratio(X) 0.77 0.00 0.50 0.00 0.32 0.32 0.88 0.29 0.00 Avail Cap(c_a), veh/h 800 0 356 0 1596 806 960 3742 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.86 0.86 0.00 Uniform Delay (d), s/veh 37.6 0.0 36.2 0.0 14.9 15.0 25.2 0.0 0.0 Incr Delay (d2), s/veh 2.6 0.0 1.8 0.0 0.5 1.1 6.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 2.2 0.0 3.0 3.2 5.0 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 0.0 38.0 0.0 15.4 16.0 31.8 0.2 0.0 LnGrp LOS D A D A B B C A A
Approach Vol, veh/h 472 768 1726
Approach Delay, s/veh 39.7 15.6 11.8
Approach LOS D B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 23.7 48.4 17.9 72.1
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 25.0 27.8 20.2 57.8
Max Q Clear Time (g_c+I1), s 17.2 10.6 10.9 2.0
Green Ext Time (p_c), s 1.5 2.8 1.2 5.3
Intersection Summary
HCM 6th Ctrl Delay 17.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-67
2377
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 291 301 53 267 29 305 123 346 334
Future Volume (vph) 291 301 53 267 29 305 123 346 334
Turn Type Prot NA Prot NA Perm NA Split NA Perm
Protected Phases 7 4 3 8 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 24.8 24.8 24.8 Total Split (s) 16.0 36.6 9.6 30.2 47.8 47.8 26.0 26.0 26.0 Total Split (%) 13.3% 30.5% 8.0% 25.2% 39.8% 39.8% 21.7% 21.7% 21.7% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 11.4 27.5 5.0 21.1 43.2 20.2 20.2 20.2 Actuated g/C Ratio 0.10 0.23 0.04 0.18 0.37 0.17 0.17 0.17 v/c Ratio 1.97 0.89 0.82 0.60 1.94 0.47 1.18 0.64
Control Delay 487.7 67.1 125.2 44.7 463.5 51.0 153.5 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 487.7 67.1 125.2 44.7 463.5 51.0 153.5 10.7

LOS F E F D F D F B
Approach Delay 258.4 55.4 463.5 78.3
Approach LOS F E F E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 117.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.97
Intersection Signal Delay: 192.8 Intersection LOS: F
Intersection Capacity Utilization 89.3% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

3.2-68
2378
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 301 47 53 267 79 29 305 53 123 346 334 Future Volume (veh/h) 291 301 47 53 267 79 29 305 53 123 346 334 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 303 314 48 55 278 62 30 318 49 128 360 122 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 198 357 55 67 428 94 35 370 57 351 390 329
Arrive On Green 0.12 0.24 0.24 0.04 0.16 0.16 0.27 0.27 0.27 0.22 0.22 0.22 Sat Flow, veh/h 1594 1493 228 1594 2731 598 131 1383 213 1594 1772 1498 Grp Volume(v), veh/h 303 0 362 55 169 171 397 0 0 128 360 122 Grp Sat Flow(s),veh/h/ln 1594 0 1722 1594 1683 1645 1727 0 0 1594 1772 1498 Q Serve(g_s), s 11.4 0.0 18.6 3.1 8.7 9.0 20.1 0.0 0.0 6.3 18.3 6.4 Cycle Q Clear(g_c), s 11.4 0.0 18.6 3.1 8.7 9.0 20.1 0.0 0.0 6.3 18.3 6.4 Prop In Lane 1.00 0.13 1.00 0.36 0.08 0.12 1.00 1.00
Lane Grp Cap(c), veh/h 198 0 411 67 264 258 461 0 0 351 390 329 V/C Ratio(X) 1.53 0.00 0.88 0.82 0.64 0.66 0.86 0.00 0.00 0.37 0.92 0.37 Avail Cap(c_a), veh/h 198 0 570 87 440 430 810 0 0 351 390 329 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.2 0.0 33.7 43.6 36.3 36.4 32.0 0.0 0.0 30.4 35.1 30.4 Incr Delay (d2), s/veh 263.1 0.0 11.4 28.9 2.6 2.9 4.8 0.0 0.0 0.6 27.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 18.6 0.0 8.5 1.7 3.5 3.6 8.8 0.0 0.0 2.3 10.3 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 303.4 0.0 45.1 72.5 38.9 39.3 36.8 0.0 0.0 31.0 62.5 31.1 LnGrp LOS F A D E D D D A A C E C
Approach Vol, veh/h 665 395 397 610
Approach Delay, s/veh 162.8 43.7 36.8 49.6
Approach LOS F D D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 29.2 8.5 28.1 26.0 16.0 20.6
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 43 5.0 30.4 20.2 11.4 24.0 Max Q Clear Time (g_c+I1), s 22.1 5.1 20.6 20.3 13.4 11.0 Green Ext Time (p_c), s 2.5 0.0 1.3 0.0 0.0 1.4
Intersection Summary
HCM 6th Ctrl Delay 82.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-69
2379
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Intersection
Int Delay, s/veh 2.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 69 74 314 428 28
Future Vol, veh/h 40 69 74 314 428 28
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 150 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 42 73 78 331 451 29
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 953 466 480 0 - 0
Stage 1 466 - - - - -
Stage 2 487 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 287 597 1082 - - -
Stage 1 632 - - - - -
Stage 2 618 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 266 597 1082 - - -
Mov Cap-2 Maneuver 396 - - - - -
Stage 1 586 - - - - -
Stage 2 618 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.1 1.6 0

HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1082 - 396 597 - -
HCM Lane V/C Ratio 0.072 - 0.106 0.122 - -
HCM Control Delay (s) 8.6 - 15.2 11.9 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.2 - 0.4 0.4 - -

3.2-70
2380
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 22 76 116 367 472
Future Volume (vph) 22 76 116 367 472
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 34.0 34.0 34.0 86.0 52.0
Total Split (%) 28.3% 28.3% 28.3% 71.7% 43.3%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.5 12.5 9.8 33.9 22.7
Actuated g/C Ratio 0.24 0.24 0.19 0.65 0.44
v/c Ratio 0.07 0.21 0.45 0.37 0.39
Control Delay 19.5 6.8 27.5 8.0 16.8
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 19.5 6.8 27.5 8.0 16.8

LOS B A C A B
Approach Delay 9.7 12.7 16.8
Approach LOS A B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 51.8
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.45
Intersection Signal Delay: 14.3 Intersection LOS: B
Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

3.2-71
2381
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 76 116 367 472 20
Future Volume (veh/h) 22 76 116 367 472 20
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 26 19 135 427 549 23
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 163 154 171 971 993 42
Arrive On Green 0.10 0.10 0.11 0.55 0.30 0.30
Sat Flow, veh/h 1594 1502 1594 1772 3381 138
Grp Volume(v), veh/h 26 19 135 427 280 292
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1683 1747
Q Serve(g_s), s 0.5 0.4 2.7 4.8 4.6 4.6
Cycle Q Clear(g_c), s 0.5 0.4 2.7 4.8 4.6 4.6
Prop In Lane 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 163 154 171 971 508 527
V/C Ratio(X) 0.16 0.12 0.79 0.44 0.55 0.55
Avail Cap(c_a), veh/h 1356 1277 1413 4287 2346 2435
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.6 13.5 14.4 4.5 9.7 9.7
Incr Delay (d2), s/veh 0.5 0.4 3.1 0.3 0.9 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.8 0.4 1.1 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.0 13.9 17.5 4.8 10.6 10.6
LnGrp LOS B B B A B B
Approach Vol, veh/h 45 562 572
Approach Delay, s/veh 14.0 7.8 10.6
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 24.0 9.2 8.2 15.8
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 80.2 28.2 29.4 46.2
Max Q Clear Time (g_c+I1), s 6.8 2.5 4.7 6.6
Green Ext Time (p_c), s 2.6 0.1 0.2 3.3
Intersection Summary
HCM 6th Ctrl Delay 9.4
HCM 6th LOS A

3.2-72
2382
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 143 787 35 221 611 192 18 179 68 196 306 47 Future Volume (vph) 143 787 35 221 611 192 18 179 68 196 306 47 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 17.0 45.2 45.2 10.8 39.0 39.0 15.4 49.0 49.0 15.0 48.6 48.6 Total Split (%) 14.2% 37.7% 37.7% 9.0% 32.5% 32.5% 12.8% 40.8% 40.8% 12.5% 40.5% 40.5% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (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 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 12.3 39.5 39.5 6.3 33.2 33.2 6.0 19.4 19.4 10.5 30.4 30.4 Actuated g/C Ratio 0.13 0.41 0.41 0.06 0.34 0.34 0.06 0.20 0.20 0.11 0.31 0.31 v/c Ratio 0.76 0.43 0.05 1.26 0.31 0.32 0.20 0.54 0.17 1.22 0.59 0.09 Control Delay 67.6 23.2 0.1 192.4 25.8 5.8 52.3 39.4 0.9 180.2 33.7 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.6 23.2 0.1 192.4 25.8 5.8 52.3 39.4 0.9 180.2 33.7 0.3

LOS E C A F C A D D A F C A
Approach Delay 28.9 58.0 30.4 83.2
Approach LOS C E C F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 97.2
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.26
Intersection Signal Delay: 50.3 Intersection LOS: D
Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

3.2-73
2383
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 143 787 35 221 611 192 18 179 68 196 306 47 Future Volume (veh/h) 143 787 35 221 611 192 18 179 68 196 306 47 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 152 837 24 235 650 159 19 190 22 209 326 17 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 181 2110 655 202 2390 589 34 244 207 185 413 350 Arrive On Green 0.11 0.44 0.44 0.07 0.39 0.39 0.02 0.14 0.14 0.12 0.23 0.23 Sat Flow, veh/h 1594 4837 1502 2910 6095 1502 1594 1772 1502 1594 1772 1502 Grp Volume(v), veh/h 152 837 24 235 650 159 19 190 22 209 326 17 Grp Sat Flow(s),veh/h/ln 1594 1612 1502 1455 1524 1502 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 8.4 10.5 0.8 6.2 6.5 6.4 1.1 9.3 1.1 10.4 15.5 0.8 Cycle Q Clear(g_c), s 8.4 10.5 0.8 6.2 6.5 6.4 1.1 9.3 1.1 10.4 15.5 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 181 2110 655 202 2390 589 34 244 207 185 413 350 V/C Ratio(X) 0.84 0.40 0.04 1.16 0.27 0.27 0.57 0.78 0.11 1.13 0.79 0.05 Avail Cap(c_a), veh/h 221 2110 655 202 2390 589 193 856 726 185 848 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.8 17.2 14.4 41.6 18.5 18.5 43.4 37.2 33.7 39.5 32.2 26.6 Incr Delay (d2), s/veh 17.8 0.6 0.1 114.7 0.3 1.1 5.5 5.4 0.2 104.4 3.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 3.6 0.3 5.3 2.1 2.2 0.5 4.2 0.4 9.2 6.6 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.6 17.7 14.5 156.3 18.8 19.6 48.8 42.6 34.0 143.9 35.7 26.7 LnGrp LOS E B B F B B D D C F D C
Approach Vol, veh/h 1013 1044 231 552
Approach Delay, s/veh 23.5 49.9 42.3 76.4
Approach LOS C D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 18.1 10.8 45.5 6.5 26.6 14.8 41.5 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 10.4 43.2 6.2 * 39 10.8 42.8 12.4 32.5 Max Q Clear Time (g_c+I1), s 12.4 11.3 8.2 12.5 3.1 17.5 10.4 8.5 Green Ext Time (p_c), s 0.0 1.0 0.0 5.6 0.0 1.8 0.0 4.4 Intersection Summary
HCM 6th Ctrl Delay 45.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

3.2-74
2384
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 88 260 13 270 58 18 21 58 14
Future Volume (vph) 88 260 13 270 58 18 21 58 14
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 22.0 43.0 11.0 32.0 37.0 37.0 37.0 29.0 29.0 Total Split (%) 18.3% 35.8% 9.2% 26.7% 30.8% 30.8% 30.8% 24.2% 24.2% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 8.9 22.9 5.8 13.8 12.5 12.5 12.5 12.4 12.4 Actuated g/C Ratio 0.13 0.35 0.09 0.21 0.19 0.19 0.19 0.19 0.19 v/c Ratio 0.44 0.34 0.10 0.58 0.21 0.06 0.06 0.21 0.19
Control Delay 37.4 16.3 37.7 26.4 28.3 27.1 0.3 28.7 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.4 16.3 37.7 26.4 28.3 27.1 0.3 28.7 13.9

LOS D B D C C C A C B
Approach Delay 20.5 26.7 22.1 21.3
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 66.2
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 23.1 Intersection LOS: C
Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

3.2-75
2385
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 88 260 100 13 270 113 58 18 21 58 14 44 Future Volume (veh/h) 88 260 100 13 270 113 58 18 21 58 14 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 94 277 86 14 287 91 62 19 9 62 15 27 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 116 613 186 28 470 146 295 328 277 309 108 195 Arrive On Green 0.07 0.24 0.24 0.02 0.19 0.19 0.18 0.18 0.18 0.19 0.19 0.19 Sat Flow, veh/h 1594 2539 772 1594 2528 786 1594 1772 1499 1594 558 1005 Grp Volume(v), veh/h 94 182 181 14 189 189 62 19 9 62 0 42 Grp Sat Flow(s),veh/h/ln 1594 1683 1627 1594 1683 1630 1594 1772 1499 1594 0 1563 Q Serve(g_s), s 3.2 5.0 5.2 0.5 5.6 5.8 1.8 0.5 0.3 1.8 0.0 1.2 Cycle Q Clear(g_c), s 3.2 5.0 5.2 0.5 5.6 5.8 1.8 0.5 0.3 1.8 0.0 1.2 Prop In Lane 1.00 0.47 1.00 0.48 1.00 1.00 1.00 0.64
Lane Grp Cap(c), veh/h 116 406 393 28 313 303 295 328 277 309 0 303 V/C Ratio(X) 0.81 0.45 0.46 0.50 0.60 0.62 0.21 0.06 0.03 0.20 0.00 0.14 Avail Cap(c_a), veh/h 525 1140 1102 204 801 776 910 1012 856 729 0 715 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.0 17.6 17.7 26.6 20.4 20.5 18.9 18.3 18.3 18.5 0.0 18.2 Incr Delay (d2), s/veh 5.0 0.8 0.8 5.1 1.9 2.1 0.4 0.1 0.0 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 1.7 1.7 0.2 2.0 2.0 0.6 0.2 0.1 0.6 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 18.4 18.5 31.7 22.3 22.6 19.2 18.4 18.3 18.8 0.0 18.5 LnGrp LOS C B B C C C B B B B A B
Approach Vol, veh/h 457 392 90 104
Approach Delay, s/veh 20.8 22.8 19.0 18.7
Approach LOS C C B B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.9 5.0 19.2 14.6 8.0 16.2
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 31.2 7.0 37.0 25.0 18.0 26.0 Max Q Clear Time (g_c+I1), s 3.8 2.5 7.2 3.8 5.2 7.8
Green Ext Time (p_c), s 0.2 0.0 1.9 0.3 0.1 1.8
Intersection Summary
HCM 6th Ctrl Delay 21.2
HCM 6th LOS C

3.2-76
2386
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
18: Chino Av. & Mill Creek Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 1 0
Future Vol, veh/h 0 0 0 0 1 0
Peak Hour Factor 0.25 0.25 0.25 0.25 0.25 0.25
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 4 0
Number of Lanes 0 1 1 0 1 0
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay 0 0 7.2

HCM LOS - - A

Lane NBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 100%
Vol Thru, % 100% 100% 0%
Vol Right, % 0% 0% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 0 0 1
LT Vol 0 0 1
Through Vol 0 0 0
RT Vol 0 0 0
Lane Flow Rate 0 0 4
Geometry Grp 1 1 1
Degree of Util (X) 0 0 0.005
Departure Headway (Hd) 3.937 3.942 4.134
Convergence, Y/N Yes Yes Yes
Cap 0 0 871
Service Time 1.938 1.944 2.134
HCM Lane V/C Ratio 0 0 0.005
HCM Control Delay 6.9 6.9 7.2
HCM Lane LOS N N A
HCM 95th-tile Q 0 0 0

3.2-77
2387
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 319 280 694 898 518
Future Volume (vph) 4 319 280 694 898 518
Turn Type NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0 10.0
Minimum Split (s) 16.2 16.2 9.6 16.2 16.2 16.2
Total Split (s) 24.0 24.0 27.0 66.0 39.0 39.0
Total Split (%) 26.7% 26.7% 30.0% 73.3% 43.3% 43.3%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 12.2 12.2 16.1 47.7 26.8 26.8
Actuated g/C Ratio 0.17 0.17 0.22 0.66 0.37 0.37
v/c Ratio 0.29 0.68 0.75 0.30 0.68 0.58
Control Delay 32.4 16.1 40.3 5.6 22.9 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.4 16.1 40.3 5.6 22.9 4.8

LOS C B D A C A
Approach Delay 19.4 15.6 16.3
Approach LOS B B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 72.7
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

3.2-78
2388
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 79 4 319 280 694 0 0 898 518 Future Volume (veh/h) 0 0 0 79 4 319 280 694 0 0 898 518 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 82 4 156 292 723 0 0 935 456
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 264 13 246 344 2431 0 0 1438 610
Arrive On Green 0.16 0.16 0.16 0.19 0.65 0.00 0.00 0.38 0.38 Sat Flow, veh/h 1702 83 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 86 0 156 292 723 0 0 935 456
Grp Sat Flow(s),veh/h/ln 1785 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 2.7 0.0 5.9 10.1 5.3 0.0 0.0 13.0 15.8
Cycle Q Clear(g_c), s 2.7 0.0 5.9 10.1 5.3 0.0 0.0 13.0 15.8 Prop In Lane 0.95 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 277 0 246 344 2431 0 0 1438 610
V/C Ratio(X) 0.31 0.00 0.63 0.85 0.30 0.00 0.00 0.65 0.75 Avail Cap(c_a), veh/h 500 0 444 627 3517 0 0 1929 817
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 23.9 0.0 25.2 24.8 4.8 0.0 0.0 16.1 16.9 Incr Delay (d2), s/veh 0.6 0.0 2.7 2.3 0.1 0.0 0.0 0.5 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 0.0 2.1 3.9 1.1 0.0 0.0 4.5 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.5 0.0 27.9 27.0 4.9 0.0 0.0 16.6 19.5 LnGrp LOS C A C C A A A B B
Approach Vol, veh/h 242 1015 1391
Approach Delay, s/veh 26.7 11.3 17.5
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 47.5 16.9 30.7 16.1
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 59.8 22.4 32.8 17.8
Max Q Clear Time (g_c+I1), s 7.3 12.1 17.8 7.9
Green Ext Time (p_c), s 5.0 0.3 6.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B

3.2-79
2389
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 263 4 703 223 753
Future Volume (vph) 263 4 703 223 753
Turn Type Perm NA NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4
Detector Phase 4 4 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0
Minimum Split (s) 16.2 16.2 23.2 9.6 16.2
Total Split (s) 29.0 29.0 37.0 24.0 61.0
Total Split (%) 32.2% 32.2% 41.1% 26.7% 67.8%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 16.1 16.1 22.9 13.6 41.3
Actuated g/C Ratio 0.23 0.23 0.33 0.19 0.59
v/c Ratio 0.61 0.65 0.72 0.68 0.36
Control Delay 33.6 17.9 25.0 39.4 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 33.6 17.9 25.0 39.4 8.2

LOS C B C D A
Approach Delay 24.5 25.0 15.3
Approach LOS C C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 70.4
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 20.9 Intersection LOS: C
Intersection Capacity Utilization 70.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

3.2-80
2390
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 263 4 296 0 0 0 0 703 128 223 753 0 Future Volume (veh/h) 263 4 296 0 0 0 0 703 128 223 753 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 257 28 235 0 732 104 232 784 0
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 393 38 317 0 1012 144 286 2090 0
Arrive On Green 0.22 0.22 0.22 0.00 0.32 0.32 0.16 0.56 0.00 Sat Flow, veh/h 1781 172 1440 0 3204 455 1781 3741 0
Grp Volume(v), veh/h 257 0 263 0 427 409 232 784 0
Grp Sat Flow(s),veh/h/ln 1781 0 1611 0 1870 1788 1781 1870 0 Q Serve(g_s), s 7.4 0.0 8.5 0.0 11.4 11.4 7.1 6.6 0.0
Cycle Q Clear(g_c), s 7.4 0.0 8.5 0.0 11.4 11.4 7.1 6.6 0.0 Prop In Lane 1.00 0.89 0.00 0.25 1.00 0.00
Lane Grp Cap(c), veh/h 393 0 355 0 591 565 286 2090 0
V/C Ratio(X) 0.65 0.00 0.74 0.00 0.72 0.72 0.81 0.38 0.00 Avail Cap(c_a), veh/h 724 0 655 0 1027 982 616 3654 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 19.9 0.0 20.4 0.0 17.0 17.0 22.7 6.9 0.0 Incr Delay (d2), s/veh 1.9 0.0 3.0 0.0 1.7 1.8 2.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 3.0 0.0 4.1 3.9 2.6 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.8 0.0 23.4 0.0 18.7 18.8 24.8 7.0 0.0 LnGrp LOS C A C A B B C A A
Approach Vol, veh/h 520 836 1016
Approach Delay, s/veh 22.6 18.8 11.1
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.6 23.9 18.6 37.5
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 19.4 30.8 22.8 54.8
Max Q Clear Time (g_c+I1), s 9.1 13.4 10.5 8.6
Green Ext Time (p_c), s 0.2 4.3 1.8 5.5
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-81
2391
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 113 83 80 78 160 149 484 49 212 698 Future Volume (vph) 113 83 80 78 160 149 484 49 212 698 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 3 8 8 5 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 Total Split (s) 21.8 31.0 15.0 24.2 24.2 25.0 51.6 51.6 22.4 49.0 Total Split (%) 18.2% 25.8% 12.5% 20.2% 20.2% 20.8% 43.0% 43.0% 18.7% 40.8% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 11.7 20.2 8.9 14.3 14.3 14.0 28.8 28.8 17.7 32.5 Actuated g/C Ratio 0.12 0.21 0.09 0.15 0.15 0.15 0.30 0.30 0.19 0.34 v/c Ratio 0.61 0.63 0.57 0.31 0.46 0.68 0.50 0.09 0.76 0.81 Control Delay 57.8 36.4 63.2 44.7 11.3 57.0 28.7 0.3 59.2 35.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.8 36.4 63.2 44.7 11.3 57.0 28.7 0.3 59.2 35.1

LOS E D E D B E C A E D
Approach Delay 43.4 32.6 32.8 39.9
Approach LOS D C C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 95.3
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 37.4 Intersection LOS: D
Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

3.2-82
2392
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 113 83 148 80 78 160 149 484 49 212 698 168 Future Volume (veh/h) 113 83 148 80 78 160 149 484 49 212 698 168 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 119 87 115 84 82 130 157 509 47 223 735 163 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 148 115 152 104 248 210 192 1011 450 262 939 208 Arrive On Green 0.09 0.17 0.17 0.07 0.14 0.14 0.12 0.30 0.30 0.16 0.34 0.34 Sat Flow, veh/h 1594 685 905 1594 1772 1502 1594 3367 1499 1594 2731 605 Grp Volume(v), veh/h 119 0 202 84 82 130 157 509 47 223 453 445 Grp Sat Flow(s),veh/h/ln 1594 0 1590 1594 1772 1502 1594 1683 1499 1594 1683 1653 Q Serve(g_s), s 5.2 0.0 8.6 3.7 3.0 5.8 6.9 8.9 1.6 9.7 17.2 17.2 Cycle Q Clear(g_c), s 5.2 0.0 8.6 3.7 3.0 5.8 6.9 8.9 1.6 9.7 17.2 17.2 Prop In Lane 1.00 0.57 1.00 1.00 1.00 1.00 1.00 0.37
Lane Grp Cap(c), veh/h 148 0 267 104 248 210 192 1011 450 262 579 569 V/C Ratio(X) 0.80 0.00 0.76 0.81 0.33 0.62 0.82 0.50 0.10 0.85 0.78 0.78 Avail Cap(c_a), veh/h 384 0 553 232 447 379 456 2142 954 398 1010 992 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.7 0.0 28.3 32.9 27.7 28.9 30.6 20.6 18.0 29.0 21.0 21.0 Incr Delay (d2), s/veh 3.9 0.0 4.4 5.5 0.8 2.9 3.2 0.4 0.1 6.9 2.4 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 3.3 1.5 1.2 2.1 2.5 3.1 0.5 3.8 6.1 6.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.6 0.0 32.7 38.4 28.4 31.8 33.9 21.0 18.1 35.9 23.4 23.4 LnGrp LOS D A C D C C C C B D C C
Approach Vol, veh/h 321 296 713 1121
Approach Delay, s/veh 33.8 32.7 23.6 25.9
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 16.3 27.6 9.3 18.2 13.2 30.7 11.2 16.2 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.8 45.4 10.4 24.8 20.4 42.8 17.2 18.0 Max Q Clear Time (g_c+I1), s 11.7 10.9 5.7 10.6 8.9 19.2 7.2 7.8 Green Ext Time (p_c), s 0.2 3.3 0.0 0.8 0.1 5.3 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 27.1
HCM 6th LOS C

3.2-83
2393
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 0 0 663 906 2
Future Vol, veh/h 1 0 0 663 906 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1 0 0 729 996 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1362 997 998 0 - 0
Stage 1 997 - - - - -
Stage 2 365 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver 151 295 691 - - -
Stage 1 356 - - - - -
Stage 2 674 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 151 295 691 - - -
Mov Cap-2 Maneuver 319 - - - - -
Stage 1 356 - - - - -
Stage 2 674 - - - - -
Approach EB NB SB
HCM Control Delay, s 16.3 0 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 691 - 319 - -
HCM Lane V/C Ratio - - 0.003 - -
HCM Control Delay (s) 0 - 16.3 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0 - 0 - -

3.2-84
2394
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 126 655 371 684 151 298 356 293 240 499 90 Future Volume (vph) 126 655 371 684 151 298 356 293 240 499 90 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 11.4 48.5 13.0 50.1 50.1 12.0 47.5 47.5 11.0 46.5 46.5 Total Split (%) 9.5% 40.4% 10.8% 41.8% 41.8% 10.0% 39.6% 39.6% 9.2% 38.8% 38.8% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 6.8 22.4 8.8 24.4 24.4 7.8 21.0 21.0 6.7 20.0 20.0 Actuated g/C Ratio 0.08 0.27 0.11 0.30 0.30 0.10 0.26 0.26 0.08 0.24 0.24 v/c Ratio 0.46 0.54 1.05 0.68 0.27 0.95 0.28 0.55 0.89 0.60 0.20 Control Delay 46.3 23.9 98.4 29.1 5.4 80.5 25.1 14.1 73.1 30.7 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 23.9 98.4 29.1 5.4 80.5 25.1 14.1 73.1 30.7 4.6

LOS D C F C A F C B E C A
Approach Delay 26.6 47.4 39.1 40.2
Approach LOS C D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 81.9
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.05
Intersection Signal Delay: 38.6 Intersection LOS: D
Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

3.2-85
2395
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 126 655 254 371 684 151 298 356 293 240 499 90 Future Volume (veh/h) 126 655 254 371 684 151 298 356 293 240 499 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 131 682 209 386 712 91 310 371 222 250 520 53 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 231 1191 350 422 1048 467 372 1160 360 321 756 337 Arrive On Green 0.07 0.24 0.24 0.12 0.29 0.29 0.11 0.23 0.23 0.09 0.21 0.21 Sat Flow, veh/h 3456 4971 1462 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 131 661 230 386 712 91 310 371 222 250 520 53 Grp Sat Flow(s),veh/h/ln 1728 1609 1607 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 2.5 8.3 8.7 7.6 12.2 3.0 6.1 4.2 8.7 4.9 9.3 1.9 Cycle Q Clear(g_c), s 2.5 8.3 8.7 7.6 12.2 3.0 6.1 4.2 8.7 4.9 9.3 1.9 Prop In Lane 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 231 1156 385 422 1048 467 372 1160 360 321 756 337 V/C Ratio(X) 0.57 0.57 0.60 0.92 0.68 0.19 0.83 0.32 0.62 0.78 0.69 0.16 Avail Cap(c_a), veh/h 341 2944 981 422 2251 1004 372 3064 951 321 2081 928 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.2 23.1 23.2 29.9 21.4 18.2 30.1 22.2 23.9 30.5 25.0 22.1 Incr Delay (d2), s/veh 0.8 0.4 1.5 23.9 0.8 0.2 14.3 0.2 1.7 10.5 1.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.7 3.0 4.2 4.3 0.9 3.0 1.5 2.9 2.3 3.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.0 23.5 24.7 53.8 22.2 18.4 44.4 22.3 25.6 41.0 26.1 22.3 LnGrp LOS C C C D C B D C C D C C
Approach Vol, veh/h 1022 1189 903 823
Approach Delay, s/veh 24.9 32.1 30.7 30.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 21.8 13.0 23.0 12.0 20.8 9.2 26.8 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 41.3 8.4 42.0 7.4 40.3 6.8 43.6 Max Q Clear Time (g_c+I1), s 6.9 10.7 9.6 10.7 8.1 11.3 4.5 14.2 Green Ext Time (p_c), s 0.0 3.0 0.0 5.8 0.0 3.4 0.0 4.8 Intersection Summary
HCM 6th Ctrl Delay 29.6
HCM 6th LOS C

3.2-86
2396
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1092 329 599 137 290 1 1170
Future Volume (vph) 1092 329 599 137 290 1 1170
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 44.4 44.4 44.4 75.6 75.6 75.6
Total Split (%) 37.0% 37.0% 37.0% 63.0% 63.0% 63.0%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min C-Min Min Min Min
Act Effct Green (s) 45.3 45.3 45.3 120.0 62.4 62.4 62.4 Actuated g/C Ratio 0.38 0.38 0.38 1.00 0.52 0.52 0.52
v/c Ratio 0.62 0.44 0.49 0.05 0.32 0.83 0.80
Control Delay 33.5 4.9 31.9 0.0 16.7 31.2 28.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.5 4.9 31.9 0.0 16.7 31.2 28.3

LOS C A C A B C C
Approach Delay 26.9 25.9 27.4
Approach LOS C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 113.2 (94%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 26.9 Intersection LOS: C
Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

3.2-87
2397
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1092 329 0 599 137 0 0 0 290 1 1170 Future Volume (veh/h) 0 1092 329 0 599 137 0 0 0 290 1 1170 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1187 0 0 651 0 210 0 1066
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 2 2 2
Cap, veh/h 0 2641 0 1838 677 0 1205
Arrive On Green 0.00 0.52 0.00 0.00 0.69 0.00 0.38 0.00 0.38 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1187 0 0 651 0 210 0 1066
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 17.5 0.0 0.0 9.1 0.0 9.9 0.0 37.7
Cycle Q Clear(g_c), s 0.0 17.5 0.0 0.0 9.1 0.0 9.9 0.0 37.7 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 2641 0 1838 677 0 1205
V/C Ratio(X) 0.00 0.45 0.00 0.35 0.31 0.00 0.88
Avail Cap(c_a), veh/h 0 2641 0 1838 1041 0 1852
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.77 0.00 0.00 0.92 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 18.2 0.0 0.0 10.4 0.0 26.1 0.0 34.7 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.0 0.5 0.0 0.3 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.3 0.0 0.0 3.0 0.0 4.1 0.0 14.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 18.6 0.0 0.0 10.9 0.0 26.4 0.0 38.3 LnGrp LOS A B A B C A D
Approach Vol, veh/h 1187 A 651 A 1276
Approach Delay, s/veh 18.6 10.9 36.3
Approach LOS B B D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 68.9 51.1 68.9
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 37.6 70.1 37.6
Max Q Clear Time (g_c+I1), s 19.5 39.7 11.1
Green Ext Time (p_c), s 7.0 5.9 3.9
Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

3.2-88
2398
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 708 718 219 381 335 154
Future Volume (vph) 708 718 219 381 335 154
Turn Type NA Perm Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 2 8
Detector Phase 2 2 1 6 8 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 61.3 61.3 11.0 22.5 22.5 22.5
Total Split (s) 73.0 73.0 20.0 93.0 27.0 27.0
Total Split (%) 60.8% 60.8% 16.7% 77.5% 22.5% 22.5%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 68.6 68.6 13.6 88.2 18.5 18.5
Actuated g/C Ratio 0.57 0.57 0.11 0.74 0.15 0.15
v/c Ratio 0.26 0.65 0.61 0.11 0.72 0.43
Control Delay 24.8 24.1 57.4 5.0 55.5 10.6
Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0
Total Delay 24.8 24.2 57.4 5.0 55.5 10.6

LOS C C E A E B
Approach Delay 24.5 24.1 42.8
Approach LOS C C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 95
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 28.0 Intersection LOS: C
Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

3.2-89
2399
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 708 718 219 381 335 154
Future Volume (veh/h) 708 718 219 381 335 154
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 770 500 238 414 364 109
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 3208 996 299 3904 444 197
Arrive On Green 1.00 1.00 0.09 0.76 0.12 0.12
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 770 500 238 414 364 109
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 0.0 0.0 8.1 2.5 12.0 7.8
Cycle Q Clear(g_c), s 0.0 0.0 8.1 2.5 12.0 7.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 3208 996 299 3904 444 197
V/C Ratio(X) 0.24 0.50 0.80 0.11 0.82 0.55
Avail Cap(c_a), veh/h 3208 996 403 3904 623 277
HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.81 0.81 0.94 0.94 1.00 1.00
Uniform Delay (d), s/veh 0.0 0.0 53.8 3.6 51.2 49.4
Incr Delay (d2), s/veh 0.1 1.5 7.4 0.1 6.0 2.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.4 3.7 0.6 5.6 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.1 1.5 61.1 3.7 57.2 51.8
LnGrp LOS A A E A E D
Approach Vol, veh/h 1270 652 473
Approach Delay, s/veh 0.7 24.6 56.0
Approach LOS A C E
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.4 82.7 99.1 20.9
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 14.0 65.7 85.7 21.0
Max Q Clear Time (g_c+I1), s 10.1 2.0 4.5 14.0
Green Ext Time (p_c), s 0.3 7.8 2.6 1.0
Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-90
2400
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 45
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 102 340 319 26 236 194 93 47 29 169 175 Future Volume (vph) 102 340 319 26 236 194 93 47 29 169 175 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 7 4 4 3 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 40.5 40.5 9.6 40.5 9.6 48.5 48.5 9.6 48.5 48.5 Total Split (s) 12.8 43.7 43.7 9.6 40.5 17.3 55.7 55.7 11.0 49.4 49.4 Total Split (%) 10.7% 36.4% 36.4% 8.0% 33.8% 14.4% 46.4% 46.4% 9.2% 41.2% 41.2% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 7.1 18.1 18.1 5.7 12.2 9.1 26.1 26.1 6.3 15.2 15.2 Actuated g/C Ratio 0.11 0.28 0.28 0.09 0.19 0.14 0.40 0.40 0.10 0.23 0.23 v/c Ratio 0.30 0.21 0.51 0.09 0.30 0.44 0.07 0.07 0.19 0.43 0.37 Control Delay 36.9 20.4 6.1 39.3 24.6 34.8 16.6 0.2 40.4 26.4 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.9 20.4 6.1 39.3 24.6 34.8 16.6 0.2 40.4 26.4 6.3

LOS D C A D C C B A D C A
Approach Delay 16.6 25.9 24.9 18.1
Approach LOS B C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 65.8
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.51
Intersection Signal Delay: 20.0 Intersection LOS: C
Intersection Capacity Utilization 47.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

3.2-91
2401
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 46
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102 340 319 26 236 21 194 93 47 29 169 175 Future Volume (veh/h) 102 340 319 26 236 21 194 93 47 29 169 175 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 111 370 209 28 257 13 211 101 25 32 184 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 284 1435 354 113 865 43 348 811 362 65 307 260 Arrive On Green 0.08 0.22 0.22 0.03 0.17 0.17 0.10 0.23 0.23 0.04 0.16 0.16 Sat Flow, veh/h 3456 6434 1585 3456 4980 249 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 111 370 209 28 175 95 211 101 25 32 184 125 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1826 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 1.4 2.2 5.5 0.4 2.1 2.1 2.7 1.0 0.6 0.8 4.2 3.3 Cycle Q Clear(g_c), s 1.4 2.2 5.5 0.4 2.1 2.1 2.7 1.0 0.6 0.8 4.2 3.3 Prop In Lane 1.00 1.00 1.00 0.14 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 284 1435 354 113 591 317 348 811 362 65 307 260 V/C Ratio(X) 0.39 0.26 0.59 0.25 0.30 0.30 0.61 0.12 0.07 0.49 0.60 0.48 Avail Cap(c_a), veh/h 612 5170 1274 373 2500 1341 948 3777 1685 246 1733 1469 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.2 14.8 16.1 21.8 16.7 16.7 19.9 14.2 14.0 21.9 17.9 17.6 Incr Delay (d2), s/veh 0.3 0.1 1.6 0.4 0.3 0.5 0.6 0.1 0.1 2.1 1.9 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.6 1.6 0.1 0.6 0.7 0.9 0.3 0.2 0.3 1.6 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 14.9 17.7 22.3 16.9 17.2 20.6 14.3 14.1 24.0 19.8 18.9 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 690 298 337 341
Approach Delay, s/veh 16.6 17.5 18.2 19.9
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.3 17.1 6.1 16.8 9.3 14.1 8.4 14.5 Change Period (Y+Rc), s 4.6 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 6.4 49.2 5.0 37.2 12.7 42.9 8.2 34.0 Max Q Clear Time (g_c+I1), s 2.8 3.0 2.4 7.5 4.7 6.2 3.4 4.1 Green Ext Time (p_c), s 0.0 0.7 0.0 2.9 0.2 1.4 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B

3.2-92
2402
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
APPENDIX 3.3: EXISTING (2022) CONDITIONS TRAFFIC SIGNAL

WARRANT ANALYSIS WORKSHEETS
2403
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report REV
This Page Intentionally Left Blank
2404
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name = Turner Av. Total of Both Approaches (VPH) = 834 Number of Approach Lanes Major Street = 2
Minor Street Name = Chino Av. High Volume Approach (VPH) = 254 Number of Approach Lanes Minor Street = 2
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 834 254
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300 Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

3.3-1
2405
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name = Haven Av. Total of Both Approaches (VPH) = 765 Number of Approach Lanes Major Street = 1
Minor Street Name = Chino Av. High Volume Approach (VPH) = 120 Number of Approach Lanes Minor Street = 1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 765 120
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300 Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

3.3-2
2406
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour Major Street Name = Hamner Av. Total of Both Approaches (VPH) = 1473 Number of Approach Lanes Major Street = 1
Minor Street Name = Chino Av. High Volume Approach (VPH) = 6 Number of Approach Lanes Minor Street = 1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)

SIGNAL WARRANT NOT SATISFIED
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold for a minor-street approach with one lane 1300 6 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300 Minor Street - Higher-Volume Approach (VPH) Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches

3.3-3
2407
This Page Intentionally Left Blank

3.3-4
2408
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 3.4: EXISTING (2022) CONDITIONS OFF-RAMP QUEUING

ANALYSIS WORKSHEETS
2409
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
2410
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 278 267 257 777 972 405 163
v/c Ratio 0.74 0.62 0.56 0.85 0.30 0.19 0.26
Control Delay 46.2 22.5 16.4 36.7 4.0 23.0 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.2 22.5 16.4 36.7 4.0 23.0 4.9
Queue Length 50th (ft) 148 70 43 222 42 51 0
Queue Length 95th (ft) #308 #178 131 #323 19 62 39
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 384 439 468 928 3485 2493 715
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.72 0.61 0.55 0.84 0.28 0.16 0.23
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

3.4-1
2411
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 290 278 270 1461 596 162 648
v/c Ratio 0.71 0.62 0.50 0.46 0.55 0.53 0.20
Control Delay 40.7 22.1 8.5 16.4 3.7 53.4 4.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 22.1 8.5 16.4 3.7 53.4 4.0
Queue Length 50th (ft) 157 84 14 155 0 47 53
Queue Length 95th (ft) 228 160 74 209 60 m63 13
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 526 548 628 3182 1075 323 3201
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.55 0.51 0.43 0.46 0.55 0.50 0.20
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

3.4-2
2412
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 372 376 746 316 1505 765 424
v/c Ratio 0.79 0.80 0.47 0.68 0.53 0.42 0.51
Control Delay 37.3 37.7 1.0 34.3 11.6 20.2 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.3 37.7 1.0 34.3 11.6 20.2 4.8
Queue Length 50th (ft) 162 164 0 81 160 102 0
Queue Length 95th (ft) 52 256 0 m112 216 141 61
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 546 548 1583 505 2845 1817 830
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.69 0.47 0.63 0.53 0.42 0.51
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

3.4-3
2413
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 378 383 175 1405 341 657
v/c Ratio 0.83 0.83 0.31 0.72 0.83 0.23
Control Delay 42.1 42.7 5.2 20.8 50.4 8.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.1 42.7 5.2 20.8 50.4 8.6
Queue Length 50th (ft) 167 169 0 186 91 65
Queue Length 95th (ft) #302 #307 42 239 #167 80
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 497 499 591 1938 410 2887
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.76 0.77 0.30 0.72 0.83 0.23
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

3.4-4
2414
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 130 537 384 1129 385 267
v/c Ratio 0.21 0.89 0.85 0.64 0.59 0.52
Control Delay 21.2 40.5 48.8 17.0 35.0 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.2 40.5 48.8 17.0 35.0 8.2
Queue Length 50th (ft) 49 225 195 225 103 0
Queue Length 95th (ft) 95 #439 #357 290 148 62
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 701 682 530 2121 852 583
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.19 0.79 0.72 0.53 0.45 0.46
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

3.4-5
2415
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 391 356 1267 88 406
v/c Ratio 0.80 0.55 0.83 0.56 0.21
Control Delay 41.9 10.5 26.9 54.3 9.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 41.9 10.5 26.9 54.3 9.6
Queue Length 50th (ft) 212 35 324 49 55
Queue Length 95th (ft) #361 120 415 #113 79
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 604 729 1822 175 2351
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.65 0.49 0.70 0.50 0.17
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

3.4-6
2416
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Group Flow (vph) 855 335 736 183 252 531 523
v/c Ratio 0.47 0.43 0.83 0.07 0.64 0.73 0.70
Control Delay 33.5 5.8 40.0 0.0 47.7 10.5 8.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.5 5.8 40.0 0.0 47.7 10.5 8.9
Queue Length 50th (ft) 189 0 305 0 185 18 7
Queue Length 95th (ft) 273 76 221 m0 249 130 102
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1800 776 1008 2787 539 806 829
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.47 0.43 0.73 0.07 0.47 0.66 0.63
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

3.4-7
2417
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 Existing (2022) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 434 738 211 434 612 283
v/c Ratio 0.17 0.63 0.61 0.13 0.79 0.52
Control Delay 26.1 21.3 59.5 8.0 49.5 7.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 26.1 21.3 59.5 8.0 49.5 7.7
Queue Length 50th (ft) 101 380 81 41 222 0
Queue Length 95th (ft) 67 353 122 65 268 74
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2653 1178 379 3413 881 579
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.16 0.63 0.56 0.13 0.69 0.49
Intersection Summary

3.4-8
2418
Queues West Haven Specific Plan TA (JN:14574)
1: Archibald Av. & SR-60 WB Ramps 09/16/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 206 201 162 503 477 1204 328
v/c Ratio 0.70 0.71 0.41 0.79 0.13 0.41 0.37
Control Delay 47.9 47.9 8.5 39.6 1.5 17.9 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.9 47.9 8.5 39.6 1.5 17.9 3.5
Queue Length 50th (ft) 114 114 0 153 12 134 0
Queue Length 95th (ft) 190 193 53 197 1 174 50
Internal Link Dist (ft) 1312 387 822
Turn Bay Length (ft) 360 360 125
Base Capacity (vph) 344 332 437 726 3557 2934 892
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.61 0.37 0.69 0.13 0.41 0.37
Intersection Summary

3.4-9
2419
Queues West Haven Specific Plan TA (JN:14574)
2: Archibald Av. & SR-60 EB Ramps 09/16/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 102 223 219 859 510 482 1094
v/c Ratio 0.44 0.73 0.70 0.27 0.49 0.76 0.29
Control Delay 40.4 30.0 27.7 14.2 3.5 52.4 0.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.4 30.0 27.7 14.2 3.5 52.4 0.9
Queue Length 50th (ft) 56 57 52 77 0 131 0
Queue Length 95th (ft) 101 132 123 120 60 171 16
Internal Link Dist (ft) 1366 1177 387
Turn Bay Length (ft) 325 325 250
Base Capacity (vph) 339 393 404 3239 1042 762 3733
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.30 0.57 0.54 0.27 0.49 0.63 0.29
Intersection Summary

3.4-10
2420
Queues West Haven Specific Plan TA (JN:14574)
10: Haven Av. & SR-60 WB Ramps 09/16/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 147 146 585 148 864 1424 724
v/c Ratio 0.59 0.59 0.37 0.49 0.24 0.49 0.60
Control Delay 45.4 45.1 0.7 35.3 5.0 12.5 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.4 45.1 0.7 35.3 5.0 12.5 3.3
Queue Length 50th (ft) 83 83 0 43 82 162 0
Queue Length 95th (ft) 141 140 0 77 101 228 53
Internal Link Dist (ft) 1155 514 1331
Turn Bay Length (ft) 240 150
Base Capacity (vph) 321 322 1583 345 3655 2928 1206
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.46 0.45 0.37 0.43 0.24 0.49 0.60
Intersection Summary

3.4-11
2421
Queues West Haven Specific Plan TA (JN:14574)
11: Haven Av. & SR-60 EB Ramps 09/16/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT EBR NBT SBL SBT
Lane Group Flow (vph) 182 184 221 826 634 1092
v/c Ratio 0.64 0.65 0.61 0.41 0.78 0.31
Control Delay 44.6 44.8 23.4 19.1 53.3 4.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.6 44.8 23.4 19.1 53.3 4.2
Queue Length 50th (ft) 101 103 54 108 188 61
Queue Length 95th (ft) 163 165 120 165 224 73
Internal Link Dist (ft) 944 581 514
Turn Bay Length (ft) 620 285 125
Base Capacity (vph) 377 378 444 2031 953 3544
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.48 0.49 0.50 0.41 0.67 0.31
Intersection Summary

3.4-12
2422
Queues West Haven Specific Plan TA (JN:14574)
20: Milliken Av. & SR-60 WB Ramps 09/16/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 86 332 292 723 935 540
v/c Ratio 0.29 0.69 0.75 0.31 0.71 0.58
Control Delay 32.7 16.2 40.7 5.7 23.7 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.7 16.2 40.7 5.7 23.7 4.7
Queue Length 50th (ft) 36 28 123 54 175 0
Queue Length 95th (ft) 83 118 238 107 310 65
Internal Link Dist (ft) 1742 616 1566
Turn Bay Length (ft) 75
Base Capacity (vph) 445 595 558 2915 1635 1022
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.19 0.56 0.52 0.25 0.57 0.53
Intersection Summary

3.4-13
2423
Queues West Haven Specific Plan TA (JN:14574)
21: Milliken Av. & SR-60 EB Ramps 09/16/2022
Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 247 339 865 232 784
v/c Ratio 0.64 0.67 0.75 0.69 0.38
Control Delay 35.5 18.9 26.2 40.5 8.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 35.5 18.9 26.2 40.5 8.5
Queue Length 50th (ft) 106 54 173 98 86
Queue Length 95th (ft) 212 167 287 196 142
Internal Link Dist (ft) 1522 1450 616
Turn Bay Length (ft) 95
Base Capacity (vph) 559 641 1569 501 2757
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.44 0.53 0.55 0.46 0.28
Intersection Summary

3.4-14
2424
Queues West Haven Specific Plan TA (JN:14574)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Group Flow (vph) 1187 358 651 149 283 656 649
v/c Ratio 0.62 0.44 0.49 0.05 0.32 0.83 0.80
Control Delay 33.5 4.9 31.9 0.0 16.7 31.2 28.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.5 4.9 31.9 0.0 16.7 31.2 28.3
Queue Length 50th (ft) 283 0 138 0 120 390 355
Queue Length 95th (ft) 356 67 318 0 164 537 484
Internal Link Dist (ft) 1972 847 2051
Turn Bay Length (ft) 180
Base Capacity (vph) 1920 820 1336 2787 981 875 906
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.62 0.44 0.49 0.05 0.29 0.75 0.72
Intersection Summary

3.4-15
2425
Queues West Haven Specific Plan TA (JN:14574)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 09/16/2022 Existing (2022) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Lane Group EBT EBR WBL WBT NBL NBR
Lane Group Flow (vph) 770 780 238 414 381 150
v/c Ratio 0.26 0.65 0.61 0.11 0.72 0.43
Control Delay 24.8 24.1 57.4 5.0 55.5 10.6
Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0
Total Delay 24.8 24.2 57.4 5.0 55.5 10.6
Queue Length 50th (ft) 207 463 91 29 145 0
Queue Length 95th (ft) 126 387 130 47 188 61
Internal Link Dist (ft) 847 2104 1664
Turn Bay Length (ft) 255
Base Capacity (vph) 2960 1206 425 3759 617 381
Starvation Cap Reductn 0 57 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.26 0.68 0.56 0.11 0.62 0.39
Intersection Summary

3.4-16
2426
Rich Haven Specific Plan Traffic Analysis
14822-03 Coversheets
APPENDIX 4.1: TRIP GENERATION SUMMARY
2427
Rich Haven Specific Plan Traffic Analysis
14822-03 Coversheets
This Page Intentionally Left Blank
2428
ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
Actual Vehicle Trip Generation Rates
Industrial Park3 TSF 130 0.275 0.065 0.340 0.075 0.265 0.340 3.370 Passenger Cars 0.243 0.057 0.300 0.066 0.234 0.300 2.800 2-Axle Trucks 0.005 0.001 0.007 0.001 0.005 0.007 0.095 3-Axle Trucks 0.007 0.002 0.008 0.002 0.006 0.008 0.118 4+-Axle Trucks 0.020 0.005 0.025 0.006 0.020 0.025 0.357 High-Cube Transload Warehouse3 TSF 154 0.062 0.018 0.080 0.028 0.072 0.100 1.400 Passenger Cars 0.052 0.008 0.060 0.023 0.067 0.090 1.180 2-Axle Trucks 0.002 0.001 0.003 0.001 0.001 0.002 0.037 3-Axle Trucks 0.002 0.002 0.004 0.001 0.001 0.002 0.046 4+-Axle Trucks 0.006 0.007 0.013 0.003 0.003 0.006 0.138 High-Cube Fulfillment Center (Sort)3 TSF 155 0.705 0.165 0.870 0.468 0.732 1.200 6.440 Passenger Cars 0.695 0.155 0.850 0.458 0.722 1.180 6.250 2-Axle Trucks 0.002 0.001 0.003 0.002 0.001 0.003 0.032 3-Axle Trucks 0.002 0.002 0.004 0.002 0.002 0.004 0.039 4+-Axle Trucks 0.006 0.007 0.013 0.006 0.007 0.013 0.119 High-Cube Cold Storage Warehouse3 TSF 157 0.085 0.025 0.110 0.034 0.086 0.120 2.120 Passenger Cars 0.062 0.018 0.080 0.025 0.065 0.090 1.370 2-Axle Trucks 0.003 0.007 0.010 0.005 0.005 0.010 0.260 3-Axle Trucks 0.001 0.002 0.003 0.002 0.001 0.003 0.083 4+-Axle Trucks 0.005 0.011 0.016 0.008 0.008 0.016 0.407 High-Cube Fulfillment Center Warehouse4 TSF -- 0.094 0.028 0.122 0.046 0.119 0.165 2.129 Passenger Cars 0.079 0.024 0.103 0.040 0.104 0.144 1.750 2-4 Axle Trucks 0.006 0.002 0.008 0.003 0.008 0.011 0.162 5+-Axle Trucks 0.008 0.003 0.011 0.003 0.007 0.010 0.217 Trip Generation Rates
Daily

4.1-1
2429
ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
Trip Generation Rates
Daily
Single Family Detached Residential DU 210 0.18 0.52 0.70 0.59 0.35 0.94 9.43 Multifamily (Low-Rise) Housing DU 220 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Public Park AC 411 0.01 0.01 0.02 0.06 0.05 0.11 0.78
General Office TSF 710 1.34 0.18 1.52 0.24 1.20 1.44 10.84 Shopping Center (>150,000 SF) TSF 820 0.52 0.32 0.84 1.63 1.77 3.40 37.01 Shopping Center (40,000-150,000 SF) TSF 821 1.07 0.66 1.73 2.54 2.65 5.19 67.52 Strip Retail (<40,000 SF) TSF 822 1.42 0.94 2.36 3.30 3.29 6.59 54.45 High Turnover Restaurant TSF 932 5.26 4.31 9.57 5.52 3.53 9.05 107.20 Fast-Food Restaurant With Drive-Thru Window TSF 934 22.75 21.86 44.61 17.18 15.85 33.03 467.48 Gas Station (4,000-5,500 SF Convenience) VFP 945 13.52 13.52 27.04 11.38 11.38 22.76 257.13 1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021). 2 TSF = thousand square feet; DU = Dwelling Units; AC = Acres; VFP = Vehicle Fueling Position 3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type.

Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks.

Normalized % - With Cold Storage: 34.7% 2-Axle trucks, 11.0% 3-Axle trucks, 54.3% 4-Axle trucks. 4 Vehicle Mix Source: High Cube Warehouse Trip Generation Study, WSP, January 29, 2019.

Inbound and outbound split source: ITE Trip Generation Manual, Eleventh Edition (2021) for ITE Land Use Code 154.

4.1-2
2430
Land Use Quantity Units1 In Out Total In Out Total Daily Existing Uses:

PA 3A: Multifamily (Low-Rise) Residential 106 DU 19 55 74 63 37 100 1,000 PA 3A: Single Family Detached Residential 58 DU 11 30 41 34 20 54 548 PA 4A: Single Family Detached Residential 70 DU 13 36 49 41 24 65 660 PA 4A: Multifamily (Low-Rise) Residential 246 DU 24 75 99 79 46 125 1,658 PA 3A, 4A Subtotal 67 196 263 217 127 344 3,866
Phase 1:

PA 2C, 3C, 5A: Business Park (20%) 316.725 TSF
Passenger Cars 77 18 95 21 74 95 888
Trucks (PCE) 26 6 32 7 25 32 460
PA 2C, 3C, 5A: High-Cube Cold Storage (10%) 158.362 TSF Passenger Cars 10 3 13 4 10 14 218
Trucks (PCE) 3 8 11 6 6 12 282
PA 2C, 3C, 5A: High-Cube Fulfillment (70%) 1,108.536 TSF Passenger Cars 88 26 114 45 115 160 1,940
Trucks (PCE) 42 12 54 16 42 58 1,082
Internal Capture (1% AM, 2% PM/Daily) -2 0 -2 -1 -4 -5 -62 PA 2B: Multifamily (Low-Rise) Residential 190 DU 18 58 76 61 36 97 1,282 PA 2A: Public Park 1.3 AC 0 0 0 0 0 0 2
PA 3A: Single Family Detached Residential 100 DU 18 52 70 59 35 94 944 PA 3A: Multifamily (Low-Rise) Residential 4 DU 0 1 1 1 1 2 28 PA 3A: Single Family Detached Residential 42 DU 8 22 30 25 15 40 396 PA 3A: Multifamily (Low-Rise) Residential 250 DU 24 76 100 80 47 127 1,686 PA 3B: Multifamily (Low-Rise) Residential 190 DU 18 58 76 61 36 97 1,282 PA 4A: Single Family Detached Residential 230 DU 42 119 161 136 80 216 2,170 PA 4A: Multifamily (Low-Rise) Residential 553 DU 53 168 221 178 104 282 3,728 Internal Capture (4% AM, 12% PM/Daily) -7 -22 -29 -72 -42 -114 -1,382 PA 5C: Strip Retail 7.500 TSF 11 7 18 25 25 50 408
Internal Capture (3% AM, 19% PM/Daily) 0 0 0 -5 -5 -10 -78 PA 5C: Gas Station 16 VFP 216 216 432 182 182 364 4,114 Internal Capture (3% AM, 19% PM/Daily) -6 -6 -12 -35 -35 -70 -782 Pass-by (76% AM, 75% PM/Daily) -160 -160 -320 -110 -110 -220 -2,500 PA 2, 3, 4, & 5 Subtotal 479 662 1,141 684 637 1,321 16,106 PA 6A: High-Cube Transload (50%) 591.763 TSF
Passenger Cars 31 5 36 14 40 54 698
Trucks (PCE) 15 15 30 7 8 15 332
PA 6A: High-Cube Fulfillment Center (25%) 295.881 TSF
Passenger Cars 206 46 252 136 214 350 1,850
Trucks (PCE) 7 8 15 7 8 15 144
PA 6A: High-Cube Cold Storage (25%) 295.881 TSF
Passenger Cars 18 5 23 7 19 26 406
Trucks (PCE) 6 15 21 11 11 22 526
Internal Capture (1% AM, 2% PM/Daily) -3 -1 -4 -3 -5 -8 -60 PA 6 Subtotal 280 93 373 179 295 474 3,896
PA 7, 8, 9: Single Family Detached Residential 300 DU 55 155 210 178 104 282 2,829 PA 7, 8, 9: Multifamily (Low-Rise) Residential 552 DU 53 168 221 177 104 281 3,720 PA 10A, 10B: Multifamily (Low-Rise) Residential 550 DU 53 167 220 177 104 281 3,707 Internal Capture (4% AM, 12% PM/Daily) -6 -20 -26 -64 -37 -101 -1,232 PA 10A, 10B: Shopping Center (75%) 37.500 TSF 40 25 65 95 99 194 2,532 Internal Capture (3% AM, 19% PM/Daily) -1 -1 -2 -18 -19 -37 -482 Pass-by (40% PM/Daily) 0 0 0 -32 -32 -64 -820
PA 10A, 10B: High Turnover Restaurant (15%) 7.500 TSF 39 32 71 41 26 67 804 Internal Capture (8% AM, 17% PM/Daily) -3 -3 -6 -7 -4 -11 -130 Pass-by (43% PM/Daily) 0 0 0 -9 -9 -18 -290
PA 10A, 10B: Fast-Food Restaurant w/ Drive-Throug 5.000 TSF 114 109 223 86 79 165 2,338 Internal Capture (8% AM, 17% PM/Daily) -9 -9 -18 -15 -13 -28 -374 Pass-by (50% AM, 55% PM/Daily) -50 -50 -100 -34 -34 -68 -1,022 PA 10A, 10B: Gas Station 16 VFP 216 216 432 182 182 364 4,114 Internal Capture (3% AM, 19% PM/Daily) -6 -6 -12 -35 -35 -70 -782 Pass-by (76% AM, 75% PM/Daily) -160 -160 -320 -110 -110 -220 -2,500 PA 7, 8, 9, & 10 Subtotal 335 623 958 612 405 1,017 12,412 Land Use Quantity Units1 In Out Total In Out Total Daily PA 4B: Single Family Detached Residential 150 DU 27 78 105 89 52 141 1,416 PA 4B: Multifamily (Low-Rise) Residential 1,000 DU 96 304 400 321 189 510 6,740 Internal Capture (4% AM, 12% PM/Daily) -5 -15 -20 -49 -29 -78 -980 PA 4B: Shopping Center (75%) 124.637 TSF 134 82 216 317 330 647 8,416 Internal Capture (3% AM, 19% PM/Daily) -4 -2 -6 -60 -63 -123 -1,600 Pass-by (40% PM/Daily) 0 0 0 -107 -107 -214 -2,726
PA 4B: High Turnover Restaurant (15%) 24.927 TSF 131 107 238 138 88 226 2,672 AM Peak Hour PM Peak Hour
Trip Generation Summary (PCE)
AM Peak Hour PM Peak Hour

4.1-3
2431
Trip Generation Summary (PCE)
Internal Capture (8% AM, 17% PM/Daily) -10 -9 -19 -23 -15 -38 -428 Pass-by (43% PM/Daily) 0 0 0 -31 -31 -62 -966
PA 4B: Fast-Food Restaurant w/ Drive-Through (10 16.618 TSF 378 363 741 285 263 548 7,770 Internal Capture (8% AM, 17% PM/Daily) -30 -29 -59 -48 -45 -93 -1,244 Pass-by (50% AM, 55% PM/Daily) -167 -167 -334 -113 -113 -226 -3,394 PA 4B: Gas Station 16 VFP 216 216 432 182 182 364 4,114 Internal Capture (3% AM, 19% PM/Daily) -6 -6 -12 -35 -35 -70 -782 Pass-by (76% AM, 75% PM/Daily) -160 -160 -320 -110 -110 -220 -2,500 PA 4B Subtotal 600 762 1,362 756 556 1,312 16,508
Phase 1 Total (Actual Vehicles) 1,694 2,140 3,834 2,231 1,893 4,124 48,922 Phase 2:

PA 1A: Single Family Detached Residential 128 DU 23 66 89 76 45 121 1,208 PA 1B: Single Family Detached Residential 94 DU 17 49 66 56 33 89 886 PA 1B: Multifamily (Low-Rise) Residential 200 DU 19 61 80 64 38 102 1,348 PA 1C: Single Family Detached Residential 231 DU 42 120 162 137 80 217 2,178 PA 1C: Multifamily (Low-Rise) Residential 800 DU 77 243 320 257 151 408 5,392 Internal Capture (4% AM, 12% PM/Daily) -7 -22 -29 -71 -42 -113 -1,322 PA 1 Subtotal 171 517 688 519 305 824 9,690
Public Park 27.0 AC 0 0 0 2 1 3 22
PA 3 Subtotal 0 0 0 2 1 3 22
PA 6B: Shopping Center (75%) 225.000 TSF 117 72 189 367 398 765 8,328 Internal Capture (3% AM, 19% PM/Daily) -4 -2 -6 -70 -76 -146 -1,582 Pass-by (40% PM/Daily) 0 0 0 -129 -129 -258 -2,698
PA 6B: High Turnover Restaurant (15%) 45.000 TSF 237 194 431 248 159 407 4,824 Internal Capture (8% AM, 17% PM/Daily) -19 -16 -35 -42 -27 -69 -772 Pass-by (43% PM/Daily) 0 0 0 -57 -57 -114 -1,742
PA 6B: Fast-Food Restaurant w/ Drive-Through (10 30.000 TSF 683 656 1,339 515 476 991 14,024 Internal Capture (8% AM, 17% PM/Daily) -55 -52 -107 -88 -81 -169 -2,244 Pass-by (50% AM, 55% PM/Daily) -302 -302 -604 -205 -205 -410 -6,126 PA 6B: Gas Station 16 VFP 216 216 432 182 182 364 4,114 Internal Capture (3% AM, 19% PM/Daily) -6 -6 -12 -35 -35 -70 -782 Pass-by (76% AM, 75% PM/Daily) -160 -160 -320 -110 -110 -220 -2,500 PA 6 Subtotal 707 600 1,307 576 495 1,071 12,844
PA 7, 8, 9: Shopping Center (75%) 243.750 TSF 127 78 205 398 431 829 9,022 Internal Capture (3% AM, 19% PM/Daily) -4 -2 -6 -76 -82 -158 -1,714 Pass-by (40% PM/Daily) 0 0 0 -140 -140 -280 -2,924
PA 7, 8, 9: High Turnover Restaurant (15%) 48.750 TSF 257 210 467 269 172 441 5,226 Internal Capture (8% AM, 17% PM/Daily) -21 -17 -38 -46 -29 -75 -836 Pass-by (43% PM/Daily) 0 0 0 -61 -61 -122 -1,888
PA 7, 8, 9: Fast-Food Restaurant w/ Drive-Through 32.500 TSF 739 710 1,449 558 515 1,073 15,194 Internal Capture (8% AM, 17% PM/Daily) -59 -57 -116 -95 -88 -183 -2,432 Pass-by (50% AM, 55% PM/Daily) -327 -327 -654 -222 -222 -444 -6,636 PA 7, 8, 9: Gas Station 16 VFP 216 216 432 182 182 364 4,114 Internal Capture (3% AM, 19% PM/Daily) -6 -6 -12 -35 -35 -70 -782 Pass-by (76% AM, 75% PM/Daily) -160 -160 -320 -110 -110 -220 -2,500 PA 7, 8, 9 Subtotal 762 645 1,407 622 533 1,155 13,844
PA 5B: Single Family Detached Residential 150 DU 27 78 105 89 52 141 1,416 PA 5B: Multifamily (Low-Rise) Residential 1,000 DU 96 304 400 321 189 510 6,740 Internal Capture (4% AM, 12% PM/Daily) -5 -15 -20 -49 -29 -78 -980 PA 5A, 5B: Shopping Center (75%) 57.240 TSF 61 38 99 146 152 298 3,865 Internal Capture (3% AM, 19% PM/Daily) -2 -1 -3 -28 -29 -57 -734 Pass-by (40% PM/Daily) 0 0 0 -49 -49 -98 -1,252
PA 5A, 5B: High Turnover Restaurant (15%) 11.448 TSF 60 49 109 63 40 103 1,227 Internal Capture (8% AM, 17% PM/Daily) -5 -4 -9 -11 -7 -18 -196 Pass-by (43% PM/Daily) 0 0 0 -14 -14 -28 -444
PA 5A, 5B: Fast-Food Restaurant w/ Drive-Through 7.632 TSF 174 167 341 131 121 252 3,568 Internal Capture (8% AM, 17% PM/Daily) -14 -13 -27 -22 -21 -43 -572 Pass-by (50% AM, 55% PM/Daily) -77 -77 -154 -52 -52 -104 -1,558 PA 5A, 5B: Gas Station 16 VFP 216 216 432 182 182 364 4,114 Internal Capture (3% AM, 19% PM/Daily) -6 -6 -12 -35 -35 -70 -782 Pass-by (76% AM, 75% PM/Daily) -160 -160 -320 -110 -110 -220 -2,500 PA 5 Subtotal 365 576 941 562 390 952 11,912
Phase 2 Total Trips 2,005 2,338 4,343 2,281 1,724 4,005 48,312 Project Buildout Total Trips (PCE) 3,699 4,478 8,177 4,512 3,617 8,129 97,234 1 DU = dwelling units; TSF = thousand square feet; AC = acres

4.1-4
2432
Rich Haven Specific Plan Traffic Analysis
14822-03 Coversheets
APPENDIX 4.2: POST PROCESSING WORKSHEETS
2433
Rich Haven Specific Plan Traffic Analysis
14822-03 Coversheets
This Page Intentionally Left Blank
2434
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Archibald Av. & SR‐60 WB Ramps
FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 719 714 ‐5 ‐1% 461 399 ‐62 ‐13%
BOUND Through 839 1,568 729 87% 381 440 59 15%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
NB Total 1,558 2,282 724 46% 842 839 ‐3 0%
SOUTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 328 482 154 47% 1,091 1,901 810 74%
Right 95 127 32 34% 266 321 55 21%
SB Total 423 609 186 44% 1,357 2,222 865 64%
EAST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
EB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WEST Left 270 239 ‐31 ‐11% 316 381 65 21%
BOUND Through 7 6 ‐1 ‐14% 1 1 0 0%
Right 385 585 200 52% 151 168 17 11%
WB Total 662 830 168 25% 468 550 82 18%
TOTAL ENTERING VOLUME 2,643 3,721 1078 41% 2,667 3,611 944 35%

AM PM AM PM ADT
North Leg Inbound 609 2,222
North Leg Outbound 2,153 608
North Leg TOTAL 2,762 2,830 6% 6%        45,251
South Leg Inbound 2,282 839
South Leg Outbound 721 2,282
South Leg TOTAL 3,003 3,121 7% 8%        40,316
East Leg Inbound 830 550
East Leg Outbound 0 0
East Leg TOTAL 830 550 11% 7%          7,837
West Leg Inbound 0 0
West Leg Outbound 847 721
West Leg TOTAL 847 721 17% 15%          4,935
OVERALL TOTAL 7,442            7,222 8% 7% 98,339
Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[01_Archibald & SR‐60 WB Ramps.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-1
2435
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Archibald Av. & SR‐60 EB Ramps
FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 1,271 1,827 556 44% 779 793 14 2%
Right 417 456 39 9% 453 436 ‐17 ‐4%
NB Total 1,688 2,283 595 35% 1,232 1,229 ‐3 0%
SOUTH Left 101 149 48 48% 453 662 209 46%
BOUND Through 502 543 41 8% 954 1,589 635 67%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
SB Total 603 692 89 15% 1,407 2,251 844 60%
EAST Left 273 433 160 59% 65 53 ‐12 ‐18%
BOUND Through 4 5 1 25% 1 1 0 0%
Right 380 337 ‐43 ‐11% 391 346 ‐45 ‐12%
EB Total 657 775 118 18% 457 400 ‐57 ‐12%
WEST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
TOTAL ENTERING VOLUME 2,948 3,750 802 27% 3,096 3,880 784 25%

AM PM AM PM ADT
North Leg Inbound 692 2,251
North Leg Outbound 2,260 846
North Leg TOTAL 2,952 3,097 7% 7%        45,251
South Leg Inbound 2,283 1,229
South Leg Outbound 880 1,935
South Leg TOTAL 3,163 3,164 8% 8%        40,316
East Leg Inbound 0 0
East Leg Outbound 610 1,099
East Leg TOTAL 610 1,099 8% 14%          7,837
West Leg Inbound 775 400
West Leg Outbound 0 0
West Leg TOTAL 775 400 16% 8%          4,935
OVERALL TOTAL       7,500            7,760 8% 8%       98,339 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[02_Archibald & SR‐60 EB Ramps.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-2
2436
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Archibald Av. & Riverside Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 255 409 154 60% 226 379 153 68%
BOUND Through 1,082 1,561 479 44% 719 668 ‐51 ‐7%
Right 75 161 86 115% 67 82 15 22%
NB Total 1,412 2,131 719 51% 1,012 1,129 117 12%
SOUTH Left 160 170 10 6% 238 277 39 16%
BOUND Through 413 470 57 14% 677 1,106 429 63%
Right 164 130 ‐34 ‐21% 193 307 114 59%
SB Total 737 770 33 4% 1,108 1,690 582 53%
EAST Left 132 203 71 54% 159 223 64 40%
BOUND Through 314 718 404 129% 493 913 420 85%
Right 125 306 181 145% 271 705 434 160%
EB Total 571 1,227 656 115% 923 1,841 918 99%
WEST Left 85 174 89 105% 112 244 132 118%
BOUND Through 434 621 187 43% 362 769 407 112%
Right 207 266 59 29% 133 157 24 18%
WB Total 726 1,061 335 46% 607 1,170 563 93%
TOTAL ENTERING VOLUME 3,446 5,189 1743 51% 3,650 5,830 2180 60%

AM PM AM PM ADT
North Leg Inbound 770 1,690
North Leg Outbound 2,030 1,048
North Leg TOTAL 2,800 2,738 11% 11%        25,567
South Leg Inbound 2,131 1,129
South Leg Outbound 950 2,055
South Leg TOTAL 3,081 3,184 10% 11%        29,855
East Leg Inbound 1,061 1,170
East Leg Outbound 1,049 1,272
East Leg TOTAL 2,110 2,442 7% 8%        31,890
West Leg Inbound 1,227 1,841
West Leg Outbound 1,160 1,455
West Leg TOTAL 2,387 3,296 9% 12%        27,324
OVERALL TOTAL     10,378          11,660 9% 10%     114,636 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[03_Archibald & Riverside.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-3
2437
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Archibald Av. & Chino Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 143 293 150 105% 85 230 145 171%
BOUND Through 1,061 1,765 704 66% 848 927 79 9%
Right 85 119 34 40% 18 23 5 28%
NB Total 1,289 2,177 888 69% 951 1,180 229 24%
SOUTH Left 48 85 37 77% 68 93 25 37%
BOUND Through 494 677 183 37% 802 1,614 812 101%
Right 47 121 74 157% 46 134 88 191%
SB Total 589 883 294 50% 916 1,841 925 101%
EAST Left 65 148 83 128% 136 185 49 36%
BOUND Through 66 127 61 92% 220 347 127 58%
Right 43 64 21 49% 120 279 159 133%
EB Total 174 339 165 95% 476 811 335 70%
WEST Left 79 54 ‐25 ‐32% 9 22 13 144%
BOUND Through 96 123 27 28% 49 170 121 247%
Right 167 173 6 4% 55 77 22 40%
WB Total 342 350 8 2% 113 269 156 138%
TOTAL ENTERING VOLUME 2,394 3,749 1355 57% 2,456 4,101 1645 67%

AM PM AM PM ADT
North Leg Inbound 883 1,841
North Leg Outbound 2,086 1,189
North Leg TOTAL 2,969 3,030 10% 10%        29,855
South Leg Inbound 2,177 1,180
South Leg Outbound 795 1,915
South Leg TOTAL 2,972 3,095 10% 11%        28,330
East Leg Inbound 350 269
East Leg Outbound 331 463
East Leg TOTAL 681 732 7% 8%          9,585
West Leg Inbound 339 811
West Leg Outbound 537 534
West Leg TOTAL 876 1,345 6% 9%        15,185
OVERALL TOTAL       7,498            8,202 9% 10%       82,955 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[04_Archibald & Chino.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-4
2438
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Archibald Av. & Schaefer Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 1,128 1,822 694 62% 883 1,133 250 28%
Right 19 28 9 47% 11 12 1 9%
NB Total 1,147 1,850 703 61% 894 1,145 251 28%
SOUTH Left 42 82 40 95% 44 242 198 450%
BOUND Through 636 761 125 20% 902 1,567 665 74%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
SB Total 678 843 165 24% 946 1,809 863 91%
EAST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
EB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WEST Left 26 59 33 127% 9 12 3 33%
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 61 248 187 307% 15 74 59 393%
WB Total 87 307 220 253% 24 86 62 258%
TOTAL ENTERING VOLUME 1,912 3,000 1088 57% 1,864 3,040 1176 63%

AM PM AM PM ADT
North Leg Inbound 843 1,809
North Leg Outbound 2,070 1,207
North Leg TOTAL 2,913 3,016 10% 11%        28,330
South Leg Inbound 1,850 1,145
South Leg Outbound 820 1,579
South Leg TOTAL 2,670 2,724 11% 11%        24,202
East Leg Inbound 307 86
East Leg Outbound 110 254
East Leg TOTAL 417 340 6% 5%          7,317
West Leg Inbound 0 0
West Leg Outbound 0 0
West Leg TOTAL 0 0 0% 0%          1,031
OVERALL TOTAL       6,000            6,080 10% 10%       60,880 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[05_Archibald & Schaefer.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-5
2439
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Archibald Av. & Merrill Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 161 690 529 329% 87 305 218 251%
BOUND Through 937 1,637 700 75% 673 1,220 547 81%
Right 198 288 90 45% 249 341 92 37%
NB Total 1,296 2,615 1,319 102% 1,009 1,866 857 85%
SOUTH Left 75 57 ‐18 ‐24% 140 181 41 29%
BOUND Through 431 943 512 119% 670 1,716 1,046 156%
Right 45 101 56 124% 38 126 88 232%
SB Total 551 1,101 550 100% 848 2,023 1,175 139%
EAST Left 21 43 22 105% 77 178 101 131%
BOUND Through 99 168 69 70% 458 800 342 75%
Right 60 292 232 387% 253 874 621 245%
EB Total 180 503 323 179% 788 1,852 1,064 135%
WEST Left 176 304 128 73% 176 225 49 28%
BOUND Through 258 457 199 77% 139 230 91 65%
Right 98 71 ‐27 ‐28% 99 85 ‐14 ‐14%
WB Total 532 832 300 56% 414 540 126 30%
TOTAL ENTERING VOLUME 2,559 5,051 2492 97% 3,059 6,281 3222 105%

AM PM AM PM ADT
North Leg Inbound 1,101 2,023
North Leg Outbound 1,751 1,483
North Leg TOTAL 2,852 3,506 7% 9%        38,374
South Leg Inbound 2,615 1,866
South Leg Outbound 1,539 2,815
South Leg TOTAL 4,154 4,681 9% 10%        46,176
East Leg Inbound 832 540
East Leg Outbound 513 1,322
East Leg TOTAL 1,345 1,862 13% 18%        10,348
West Leg Inbound 503 1,852
West Leg Outbound 1,248 661
West Leg TOTAL 1,751 2,513 9% 13%        19,885
OVERALL TOTAL     10,102          12,562 9% 11%     114,783 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[06_Archibald & Merrill.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-6
2440
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Turner Av. & Riverside Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 236 315 79 33% 133 107 ‐26 ‐20%
BOUND Through 207 161 ‐46 ‐22% 44 25 ‐19 ‐43%
Right 218 271 53 24% 128 163 35 27%
NB Total 661 747 86 13% 305 295 ‐10 ‐3%
SOUTH Left 110 134 24 22% 21 36 15 71%
BOUND Through 159 111 ‐48 ‐30% 36 19 ‐17 ‐47%
Right 109 143 34 31% 53 57 4 8%
SB Total 378 388 10 3% 110 112 2 2%
EAST Left 114 171 57 50% 86 86 0 0%
BOUND Through 340 815 475 140% 458 1,011 553 121%
Right 109 149 40 37% 182 122 ‐60 ‐33%
EB Total 563 1,135 572 102% 726 1,219 493 68%
WEST Left 83 70 ‐13 ‐16% 113 109 ‐4 ‐4%
BOUND Through 430 682 252 59% 546 1,095 549 101%
Right 128 118 ‐10 ‐8% 34 49 15 44%
WB Total 641 870 229 36% 693 1,253 560 81%
TOTAL ENTERING VOLUME 2,243 3,140 897 40% 1,834 2,879 1045 57%

AM PM AM PM ADT
North Leg Inbound 388 112
North Leg Outbound 450 160
North Leg TOTAL 838 272 #DIV/0! #DIV/0! ‐
South Leg Inbound 747 295
South Leg Outbound 330 250
South Leg TOTAL 1,077 545 27% 13%          4,047
East Leg Inbound 870 1,253
East Leg Outbound 1,220 1,210
East Leg TOTAL 2,090 2,463 6% 8%        32,504
West Leg Inbound 1,135 1,219
West Leg Outbound 1,140 1,259
West Leg TOTAL 2,275 2,478 7% 8%        31,884
OVERALL TOTAL       6,280            5,758 9% 8%       68,435 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[07_Turner & Riverside.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-7
2441
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Turner Av. & Chino Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 129 97 ‐32 ‐25% 18 17 ‐1 ‐6%
BOUND Through 396 417 21 5% 119 89 ‐30 ‐25%
Right 15 19 4 27% 8 4 ‐4 ‐50%
NB Total 540 533 ‐7 ‐1% 145 110 ‐35 ‐24%
SOUTH Left 33 85 52 158% 13 11 ‐2 ‐15%
BOUND Through 182 202 20 11% 184 159 ‐25 ‐14%
Right 73 109 36 49% 41 69 28 68%
SB Total 288 396 108 38% 238 239 1 0%
EAST Left 96 170 74 77% 92 192 100 109%
BOUND Through 58 126 68 117% 89 124 35 39%
Right 96 90 ‐6 ‐6% 53 74 21 40%
EB Total 250 386 136 54% 234 390 156 67%
WEST Left 11 8 ‐3 ‐27% 11 13 2 18%
BOUND Through 96 94 ‐2 ‐2% 41 95 54 132%
Right 75 103 28 37% 29 52 23 79%
WB Total 182 205 23 13% 81 160 79 98%
TOTAL ENTERING VOLUME 1,260 1,520 260 21% 698 899 201 29%

AM PM AM PM ADT
North Leg Inbound 396 239
North Leg Outbound 690 333
North Leg TOTAL 1,086 572 17% 9%          6,520
South Leg Inbound 533 110
South Leg Outbound 300 246
South Leg TOTAL 833 356 74% 31%          1,131
East Leg Inbound 205 160
East Leg Outbound 230 139
East Leg TOTAL 435 299 4% 3%        10,598
West Leg Inbound 386 390
West Leg Outbound 300 181
West Leg TOTAL 686 571 9% 8%          7,497
OVERALL TOTAL       3,040            1,798 12% 7%       25,746 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[08_Turner & Chino.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-8
2442
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Turner Av. & Ontario Ranch Rd.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 33 46 13 39% 16 18 2 13%
BOUND Through 128 124 ‐4 ‐3% 11 19 8 73%
Right 34 29 ‐5 ‐15% 27 13 ‐14 ‐52%
NB Total 195 199 4 2% 54 50 ‐4 ‐7%
SOUTH Left 51 220 169 331% 41 160 119 290%
BOUND Through 63 77 14 22% 25 38 13 52%
Right 19 131 112 589% 8 70 62 775%
SB Total 133 428 295 222% 74 268 194 262%
EAST Left 31 150 119 384% 16 158 142 888%
BOUND Through 331 1,424 1,093 330% 809 2,207 1,398 173% Right 15 18 3 20% 43 45 2 5%
EB Total 377 1,592 1,215 322% 868 2,410 1,542 178%
WEST Left 31 16 ‐15 ‐48% 54 37 ‐17 ‐31%
BOUND Through 538 1,526 988 184% 476 1,892 1,416 297%
Right 24 48 24 100% 24 153 129 538%
WB Total 593 1,590 997 168% 554 2,082 1,528 276%
TOTAL ENTERING VOLUME 1,298 3,809 2511 193% 1,550 4,810 3260 210%

AM PM AM PM ADT
North Leg Inbound 428 268
North Leg Outbound 322 330
North Leg TOTAL 750 598 9% 7%          8,022
South Leg Inbound 199 50
South Leg Outbound 111 120
South Leg TOTAL 310 170 #DIV/0! #DIV/0! ‐
East Leg Inbound 1,590 2,082
East Leg Outbound 1,673 2,380
East Leg TOTAL 3,263 4,462 6% 8%        54,034
West Leg Inbound 1,592 2,410
West Leg Outbound 1,703 1,980
West Leg TOTAL 3,295 4,390 6% 8%        55,735
OVERALL TOTAL       7,618            9,620 6% 8%     117,791 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[09_Turner & Ontario Ranch.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-9
2443
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Haven Av. & SR‐60 WB Ramps
FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 297 286 ‐11 ‐4% 141 177 36 26%
BOUND Through 1,309 2,197 888 68% 718 1,224 506 70%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
NB Total 1,606 2,483 877 55% 859 1,401 542 63%
SOUTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 656 1,184 528 80% 1,314 2,179 865 66%
Right 301 322 21 7% 594 690 96 16%
SB Total 957 1,506 549 57% 1,908 2,869 961 50%
EAST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
EB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WEST Left 162 186 24 15% 257 344 87 34%
BOUND Through 3 2 ‐1 ‐33% 9 8 ‐1 ‐11%
Right 617 733 116 19% 491 628 137 28%
WB Total 782 921 139 18% 757 980 223 29%
TOTAL ENTERING VOLUME 3,345 4,910 1565 47% 3,524 5,250 1726 49%

AM PM AM PM ADT
North Leg Inbound 1,506 2,869
North Leg Outbound 2,930 1,852
North Leg TOTAL 4,436 4,721 8% 8%        58,300
South Leg Inbound 2,483 1,401
South Leg Outbound 1,370 2,523
South Leg TOTAL 3,853 3,924 7% 8%        51,505
East Leg Inbound 921 980
East Leg Outbound 0 0
East Leg TOTAL 921 980 8% 9%        11,439
West Leg Inbound 0 0
West Leg Outbound 610 875
West Leg TOTAL 610 875 10% 14%          6,120
OVERALL TOTAL       9,820          10,500 8% 8%     127,364 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[10_Haven & SR‐60 WB Ramps.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-10
2444
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Haven Av. & SR‐60 EB Ramps
FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 1,002 1,767 765 76% 600 1,164 564 94%
Right 313 395 82 26% 175 229 54 31%
NB Total 1,315 2,162 847 64% 775 1,393 618 80%
SOUTH Left 241 336 95 39% 560 610 50 9%
BOUND Through 599 1,051 452 75% 1,030 1,939 909 88%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
SB Total 840 1,387 547 65% 1,590 2,549 959 60%
EAST Left 602 714 112 19% 260 236 ‐24 ‐9%
BOUND Through 3 3 0 0% 1 1 0 0%
Right 163 174 11 7% 209 221 12 6%
EB Total 768 891 123 16% 470 458 ‐12 ‐3%
WEST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
TOTAL ENTERING VOLUME 2,923 4,440 1517 52% 2,835 4,400 1565 55%

AM PM AM PM ADT
North Leg Inbound 1,387 2,549
North Leg Outbound 2,481 1,400
North Leg TOTAL 3,868 3,949 7% 8%        51,604
South Leg Inbound 2,162 1,393
South Leg Outbound 1,225 2,160
South Leg TOTAL 3,387 3,553 7% 8%        45,411
East Leg Inbound 0 0
East Leg Outbound 734 840
East Leg TOTAL 734 840 7% 8%        10,529
West Leg Inbound 891 458
West Leg Outbound 0 0
West Leg TOTAL 891 458 16% 8%          5,559
OVERALL TOTAL       8,880            8,800 8% 8%     113,103 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[11_Haven & SR‐60 EB Ramps.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-11
2445
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Haven Av. & Riverside Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 17 19 2 12% 28 65 37 132%
BOUND Through 283 505 222 78% 295 642 347 118%
Right 89 159 70 79% 50 153 103 206%
NB Total 389 683 294 76% 373 860 487 131%
SOUTH Left 260 478 218 84% 119 274 155 130%
BOUND Through 174 412 238 137% 338 756 418 124%
Right 223 255 32 14% 330 571 241 73%
SB Total 657 1,145 488 74% 787 1,601 814 103%
EAST Left 311 546 235 76% 276 462 186 67%
BOUND Through 433 763 330 76% 290 683 393 136%
Right 25 57 32 128% 46 105 59 128%
EB Total 769 1,366 597 78% 612 1,250 638 104%
WEST Left 99 321 222 224% 51 136 85 167%
BOUND Through 336 526 190 57% 260 535 275 106%
Right 175 439 264 151% 77 150 73 95%
WB Total 610 1,286 676 111% 388 821 433 112%
TOTAL ENTERING VOLUME 2,425 4,480 2055 85% 2,160 4,532 2372 110%

AM PM AM PM ADT
North Leg Inbound 1,145 1,601
North Leg Outbound 1,490 1,254
North Leg TOTAL 2,635 2,855 8% 8%        33,655
South Leg Inbound 683 860
South Leg Outbound 790 997
South Leg TOTAL 1,473 1,857 5% 7%        27,969
East Leg Inbound 1,286 821
East Leg Outbound 1,400 1,110
East Leg TOTAL 2,686 1,931 8% 6%        32,661
West Leg Inbound 1,366 1,250
West Leg Outbound 800 1,171
West Leg TOTAL 2,166 2,421 7% 7%        32,504
OVERALL TOTAL       8,960            9,064 7% 7%     126,789 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[12_Haven & Riverside.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-12
2446
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Haven Av. & Chino Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 143 158 15 10% 68 184 116 171%
BOUND Through 364 685 321 88% 305 704 399 131%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
NB Total 507 843 336 66% 373 888 515 138%
SOUTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 197 611 414 210% 419 735 316 75%
Right 37 106 69 186% 27 356 329 1219%
SB Total 234 717 483 206% 446 1,091 645 145%
EAST Left 49 252 203 414% 38 126 88 232%
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 64 208 144 225% 67 35 ‐32 ‐48%
EB Total 113 460 347 307% 105 161 56 53%
WEST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
TOTAL ENTERING VOLUME 854 2,020 1166 137% 924 2,140 1216 132%

AM PM AM PM ADT
North Leg Inbound 717 1,091
North Leg Outbound 937 830
North Leg TOTAL 1,654 1,921 6% 7%        27,969
South Leg Inbound 843 888
South Leg Outbound 819 770
South Leg TOTAL 1,662 1,658 7% 7%        23,274
East Leg Inbound 0 0
East Leg Outbound 0 0
East Leg TOTAL 0 0 0% 0%          5,314
West Leg Inbound 460 161
West Leg Outbound 264 540
West Leg TOTAL 724 701 5% 5%        14,592
OVERALL TOTAL       4,040            4,280 6% 6%       71,149 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[13_Haven & Chino.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-13
2447
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2040) Analyst: CP
Date: 9/28/22
LOCATION: Haven Av. & Schaefer Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 1 56 55 5500% 1 30 29 2900%
BOUND Through 2 458 456 22800% 2 351 349 17450%
Right 1 146 145 14500% 1 369 368 36800%
NB Total 4 660 656 16400% 4 750 746 18650%
SOUTH Left 1 5 4 400% 1 311 310 31000%
BOUND Through 2 32 30 1500% 2 513 511 25550%
Right 1 2 1 100% 1 25 24 2400%
SB Total 4 39 35 875% 4 849 845 21125%
EAST Left 1 73 72 7200% 1 40 39 3900%
BOUND Through 2 210 208 10400% 2 380 378 18900%
Right 1 137 136 13600% 1 70 69 6900%
EB Total 4 420 416 10400% 4 490 486 12150%
WEST Left 1 553 552 55200% 1 257 256 25600%
BOUND Through 2 323 321 16050% 2 114 112 5600%
Right 1 293 292 29200% 1 148 147 14700%
WB Total 4 1,169 1,165 29125% 4 519 515 12875%
TOTAL ENTERING VOLUME 16 2,288 2272 14200% 16 2,608 2592 16200%

AM PM AM PM ADT
North Leg Inbound 39 849
North Leg Outbound 824 539
North Leg TOTAL 863 1,388 4% 6%        23,273
South Leg Inbound 660 750
South Leg Outbound 722 840
South Leg TOTAL 1,382 1,590 6% 7%        23,691
East Leg Inbound 1,169 519
East Leg Outbound 361 1,060
East Leg TOTAL 1,530 1,579 6% 6%        24,345
West Leg Inbound 420 490
West Leg Outbound 381 169
West Leg TOTAL 801 659 14% 11%          5,763
OVERALL TOTAL       4,576            5,216 6% 7%       77,072 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[14_Haven & Schaefer ‐ SEMI.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-14
2448
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Haven Av. & Ontario Ranch Rd.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 31 75 44 142% 17 93 76 447%
BOUND Through 275 323 48 17% 176 399 223 127%
Right 109 192 83 76% 65 117 52 80%
NB Total 415 590 175 42% 258 609 351 136%
SOUTH Left 187 489 302 161% 192 250 58 30%
BOUND Through 176 419 243 138% 302 421 119 39%
Right 48 172 124 258% 46 181 135 293%
SB Total 411 1,080 669 163% 540 852 312 58%
EAST Left 99 230 131 132% 141 462 321 228%
BOUND Through 432 1,503 1,071 248% 685 1,778 1,093 160% Right 17 54 37 218% 34 95 61 179%
EB Total 548 1,787 1,239 226% 860 2,335 1,475 172%
WEST Left 69 127 58 84% 216 270 54 25%
BOUND Through 396 1,092 696 176% 494 1,749 1,255 254%
Right 138 186 48 35% 188 277 89 47%
WB Total 603 1,405 802 133% 898 2,296 1,398 156%
TOTAL ENTERING VOLUME 1,977 4,862 2885 146% 2,556 6,092 3536 138%

AM PM AM PM ADT
North Leg Inbound 1,080 852
North Leg Outbound 739 1,138
North Leg TOTAL 1,819 1,990 8% 8%        23,691
South Leg Inbound 590 609
South Leg Outbound 600 786
South Leg TOTAL 1,190 1,395 13% 15%          9,052
East Leg Inbound 1,405 2,296
East Leg Outbound 2,184 2,145
East Leg TOTAL 3,589 4,441 8% 9%        47,309
West Leg Inbound 1,787 2,335
West Leg Outbound 1,339 2,023
West Leg TOTAL 3,126 4,358 6% 8%        54,034
OVERALL TOTAL       9,724          12,184 7% 9%     134,086 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[15_Haven & Ontario Ranch.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-15
2449
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2040) Analyst: CP
Date: 9/28/22
LOCATION: Mill Creek Av. & Riverside Dr.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 1 104 103 10300% 1 0 ‐1 ‐100%
BOUND Through 2 0 ‐2 ‐100% 2 0 ‐2 ‐100%
Right 1 251 250 25000% 1 0 ‐1 ‐100%
NB Total 4 355 351 8775% 4 0 ‐4 ‐100%
SOUTH Left 1 0 ‐1 ‐100% 1 0 ‐1 ‐100%
BOUND Through 2 0 ‐2 ‐100% 2 0 ‐2 ‐100%
Right 1 0 ‐1 ‐100% 1 0 ‐1 ‐100%
SB Total 4 0 ‐4 ‐100% 4 0 ‐4 ‐100%
EAST Left 1 0 ‐1 ‐100% 1 0 ‐1 ‐100%
BOUND Through 2 779 777 38850% 2 1,340 1,338 66900%
Right 1 27 26 2600% 1 86 85 8500%
EB Total 4 806 802 20050% 4 1,426 1,422 35550%
WEST Left 1 83 82 8200% 1 294 293 29300%
BOUND Through 2 986 984 49200% 2 1,030 1,028 51400%
Right 1 0 ‐1 ‐100% 1 0 ‐1 ‐100%
WB Total 4 1,069 1,065 26625% 4 1,324 1,320 33000%
TOTAL ENTERING VOLUME 16 2,230 2214 13838% 16 2,750 2734 17088%

AM PM AM PM ADT
North Leg Inbound 0 0
North Leg Outbound 0 0
North Leg TOTAL 0 0 #DIV/0! #DIV/0! ‐
South Leg Inbound 355 0
South Leg Outbound 110 380
South Leg TOTAL 465 380 8% 6%          6,155
East Leg Inbound 1,069 1,324
East Leg Outbound 1,030 1,340
East Leg TOTAL 2,099 2,664 6% 8%        34,226
West Leg Inbound 806 1,426
West Leg Outbound 1,090 1,030
West Leg TOTAL 1,896 2,456 6% 8%        29,243
OVERALL TOTAL       4,460            5,500 6% 8%       69,624 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[17_Mill Creek & Riverside ‐ SEMI.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-16
2450
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2040) Analyst: CP
Date: 9/28/22
LOCATION: Mill Creek Av. & Chino Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 1 33 32 3200% 1 8 7 700%
BOUND Through 2 62 60 3000% 2 0 ‐2 ‐100%
Right 1 5 4 400% 1 2 1 100%
NB Total 4 100 96 2400% 4 10 6 150%
SOUTH Left 1 13 12 1200% 1 70 69 6900%
BOUND Through 2 4 2 100% 2 78 76 3800%
Right 1 95 94 9400% 1 236 235 23500%
SB Total 4 112 108 2700% 4 384 380 9500%
EAST Left 1 268 267 26700% 1 0 ‐1 ‐100%
BOUND Through 2 182 180 9000% 2 488 486 24300%
Right 1 6 5 500% 1 61 60 6000%
EB Total 4 456 452 11300% 4 549 545 13625%
WEST Left 1 0 ‐1 ‐100% 1 11 10 1000%
BOUND Through 2 92 90 4500% 2 296 294 14700%
Right 1 19 18 1800% 1 0 ‐1 ‐100%
WB Total 4 111 107 2675% 4 307 303 7575%
TOTAL ENTERING VOLUME 16 779 763 4769% 16 1,250 1234 7713%

AM PM AM PM ADT
North Leg Inbound 112 384
North Leg Outbound 349 0
North Leg TOTAL 461 384 7% 6%          6,155
South Leg Inbound 100 10
South Leg Outbound 10 150
South Leg TOTAL 110 160 8% 12%          1,385
East Leg Inbound 111 307
East Leg Outbound 200 560
East Leg TOTAL 311 867 4% 11%          7,869
West Leg Inbound 456 549
West Leg Outbound 220 540
West Leg TOTAL 676 1,089 5% 8%        12,867
OVERALL TOTAL       1,558            2,500 6% 9%       28,276 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[18_Mill Creek & Chino ‐ SEMI.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-17
2451
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2040) Analyst: CP
Date: 9/28/22
LOCATION: Mill Creek Av. & Ontario Ranch Rd.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 1 47 46 4600% 1 14 13 1300%
BOUND Through 2 19 17 850% 2 1 ‐1 ‐50%
Right 1 128 127 12700% 1 36 35 3500%
NB Total 4 194 190 4750% 4 51 47 1175%
SOUTH Left 1 0 ‐1 ‐100% 1 99 98 9800%
BOUND Through 2 0 ‐2 ‐100% 2 14 12 600%
Right 1 0 ‐1 ‐100% 1 39 38 3800%
SB Total 4 0 ‐4 ‐100% 4 152 148 3700%
EAST Left 1 24 23 2300% 1 3 2 200%
BOUND Through 3 1,462 1,459 48633% 3 1,785 1,782 59400% Right 1 12 11 1100% 1 27 26 2600%
EB Total 5 1,498 1,493 29860% 5 1,815 1,810 36200%
WEST Left 1 28 27 2700% 1 59 58 5800%
BOUND Through 3 1,273 1,270 42333% 3 1,526 1,523 50767% Right 1 57 56 5600% 1 6 5 500%
WB Total 5 1,358 1,353 27060% 5 1,591 1,586 31720%
TOTAL ENTERING VOLUME 18 3,050 3032 16844% 18 3,609 3591 19950%

AM PM AM PM ADT
North Leg Inbound 0 152
North Leg Outbound 100 10
North Leg TOTAL 100 162 8% 12%          1,301
South Leg Inbound 194 51
South Leg Outbound 40 100
South Leg TOTAL 234 151 8% 5%          3,058
East Leg Inbound 1,358 1,591
East Leg Outbound 1,590 1,920
East Leg TOTAL 2,948 3,511 5% 6%        55,493
West Leg Inbound 1,498 1,815
West Leg Outbound 1,320 1,579
West Leg TOTAL 2,818 3,394 6% 7%        47,309
OVERALL TOTAL       6,100            7,218 6% 7%     107,161 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[19_Mill Creek & Ontario Ranch ‐ SEMI.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-18
2452
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Milliken & SR‐60 WB Ramps
FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 257 142 ‐115 ‐45% 212 383 171 81%
BOUND Through 921 1,588 667 72% 505 1,374 869 172%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
NB Total 1,178 1,730 552 47% 717 1,757 1,040 145%
SOUTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 265 915 650 245% 818 1,559 741 91%
Right 128 182 54 42% 400 266 ‐134 ‐34%
SB Total 393 1,097 704 179% 1,218 1,825 607 50%
EAST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
EB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WEST Left 113 125 12 11% 67 267 200 299%
BOUND Through 2 1 ‐1 ‐50% 2 3 1 50%
Right 474 677 203 43% 262 548 286 109%
WB Total 589 803 214 36% 331 818 487 147%
TOTAL ENTERING VOLUME 2,160 3,630 1470 68% 2,266 4,400 2134 94%

AM PM AM PM ADT
North Leg Inbound 1,097 1,825
North Leg Outbound 2,265 1,922
North Leg TOTAL 3,362 3,747 8% 9%        44,068
South Leg Inbound 1,730 1,757
South Leg Outbound 1,040 1,826
South Leg TOTAL 2,770 3,583 6% 7%        47,911
East Leg Inbound 803 818
East Leg Outbound 0 0
East Leg TOTAL 803 818 8% 8%        10,444
West Leg Inbound 0 0
West Leg Outbound 325 652
West Leg TOTAL 325 652 8% 17%          3,949
OVERALL TOTAL       7,260            8,800 7% 8%     106,372 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[20_Milliken & SR‐60 WB Ramps.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-19
2453
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Milliken & SR‐60 EB Ramps
FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 914 1,568 654 72% 564 1,722 1,158 205%
Right 109 391 282 259% 117 352 235 201%
NB Total 1,023 1,959 936 91% 681 2,074 1,393 205%
SOUTH Left 48 68 20 42% 202 99 ‐103 ‐51%
BOUND Through 317 928 611 193% 681 1,698 1,017 149%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
SB Total 365 996 631 173% 883 1,797 914 104%
EAST Left 302 192 ‐110 ‐36% 145 46 ‐99 ‐68%
BOUND Through 1 1 0 0% 2 1 ‐1 ‐50%
Right 176 482 306 174% 208 332 124 60%
EB Total 479 675 196 41% 355 379 24 7%
WEST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
TOTAL ENTERING VOLUME 1,867 3,630 1763 94% 1,919 4,250 2331 121%

AM PM AM PM ADT
North Leg Inbound 996 1,797
North Leg Outbound 1,760 1,768
North Leg TOTAL 2,756 3,565 6% 7%        47,911
South Leg Inbound 1,959 2,074
South Leg Outbound 1,410 2,030
South Leg TOTAL 3,369 4,104 6% 8%        53,883
East Leg Inbound 0 0
East Leg Outbound 460 452
East Leg TOTAL 460 452 4% 4%        11,111
West Leg Inbound 675 379
West Leg Outbound 0 0
West Leg TOTAL 675 379 12% 7%          5,538
OVERALL TOTAL       7,260            8,500 6% 7%     118,443 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[21_Milliken & SR‐60 EB Ramps.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-20
2454
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Milliken & Riverside Dr.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 140 263 123 88% 145 482 337 232%
BOUND Through 733 1,368 635 87% 413 1,443 1,030 249%
Right 33 62 29 88% 26 40 14 54%
NB Total 906 1,693 787 87% 584 1,965 1,381 236%
SOUTH Left 125 287 162 130% 116 164 48 41%
BOUND Through 236 828 592 251% 638 1,418 780 122%
Right 117 270 153 131% 164 504 340 207%
SB Total 478 1,385 907 190% 918 2,086 1,168 127%
EAST Left 127 371 244 192% 108 328 220 204%
BOUND Through 55 161 106 193% 82 109 27 33%
Right 138 619 481 349% 145 303 158 109%
EB Total 320 1,151 831 260% 335 740 405 121%
WEST Left 16 34 18 113% 61 109 48 79%
BOUND Through 63 87 24 38% 77 191 114 148%
Right 110 151 41 37% 96 250 154 160%
WB Total 189 272 83 44% 234 550 316 135%
TOTAL ENTERING VOLUME 1,893 4,501 2608 138% 2,071 5,341 3270 158%

AM PM AM PM ADT
North Leg Inbound 1,385 2,086
North Leg Outbound 1,890 2,021
North Leg TOTAL 3,275 4,107 6% 8%        53,883
South Leg Inbound 1,693 1,965
South Leg Outbound 1,481 1,830
South Leg TOTAL 3,174 3,795 7% 9%        43,331
East Leg Inbound 272 550
East Leg Outbound 510 313
East Leg TOTAL 782 863 5% 6%        14,843
West Leg Inbound 1,151 740
West Leg Outbound 620 1,177
West Leg TOTAL 1,771 1,917 5% 6%        34,226
OVERALL TOTAL       9,002          10,682 6% 7%     146,283 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[22_Milliken & Riverside.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-21
2455
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Hamner Av. & Chino Av.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 946 1,686 740 78% 597 1,905 1,308 219%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
NB Total 946 1,686 740 78% 597 1,905 1,308 219%
SOUTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 366 1,600 1,234 337% 837 1,855 1,018 122% Right 2 0 ‐2 ‐100% 2 10 8 400%
SB Total 368 1,600 1,232 335% 839 1,865 1,026 122%
EAST Left 4 24 20 500% 1 0 ‐1 ‐100%
BOUND Through 0 0 0 #DIV/0! 1 0 ‐1 ‐100%
Right 1 10 9 900% 0 0 0 #DIV/0!
EB Total 5 34 29 580% 2 0 ‐2 ‐100%
WEST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
TOTAL ENTERING VOLUME 1,319 3,320 2001 152% 1,438 3,770 2332 162%

AM PM AM PM ADT
North Leg Inbound 1,600 1,865
North Leg Outbound 1,710 1,905
North Leg TOTAL 3,310 3,770 8% 9%        41,423
South Leg Inbound 1,686 1,905
South Leg Outbound 1,610 1,855
South Leg TOTAL 3,296 3,760 7% 8%        45,013
East Leg Inbound 0 0
East Leg Outbound 0 0
East Leg TOTAL 0 0 #DIV/0! #DIV/0! ‐
West Leg Inbound 34 0
West Leg Outbound 0 10
West Leg TOTAL 34 10 0% 0%          7,869
OVERALL TOTAL       6,640            7,540 7% 8%       94,305 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[23_Hamner & Chino.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-22
2456
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Hamner Av. & Ontario Ranch Rd.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 133 314 181 136% 296 332 36 12%
BOUND Through 572 749 177 31% 345 379 34 10%
Right 297 187 ‐110 ‐37% 289 89 ‐200 ‐69%
NB Total 1,002 1,250 248 25% 930 800 ‐130 ‐14%
SOUTH Left 133 373 240 180% 222 611 389 175%
BOUND Through 174 207 33 19% 496 826 330 67%
Right 42 441 399 950% 77 774 697 905%
SB Total 349 1,021 672 193% 795 2,211 1,416 178%
EAST Left 127 850 723 569% 86 831 745 866%
BOUND Through 470 1,509 1,039 221% 589 1,593 1,004 170% Right 68 93 25 37% 251 410 159 63%
EB Total 665 2,452 1,787 269% 926 2,834 1,908 206%
WEST Left 221 65 ‐156 ‐71% 366 176 ‐190 ‐52%
BOUND Through 540 1,405 865 160% 565 1,637 1,072 190%
Right 212 307 95 45% 124 352 228 184%
WB Total 973 1,777 804 83% 1,055 2,165 1,110 105%
TOTAL ENTERING VOLUME 2,989 6,500 3511 117% 3,706 8,010 4304 116%

AM PM AM PM ADT
North Leg Inbound 1,021 2,211
North Leg Outbound 1,906 1,562
North Leg TOTAL 2,927 3,773 6% 8%        48,295
South Leg Inbound 1,250 800
South Leg Outbound 365 1,412
South Leg TOTAL 1,615 2,212 10% 14%        16,276
East Leg Inbound 1,777 2,165
East Leg Outbound 2,069 2,293
East Leg TOTAL 3,846 4,458 7% 8%        53,422
West Leg Inbound 2,452 2,834
West Leg Outbound 2,160 2,743
West Leg TOTAL 4,612 5,577 8% 10%        55,493
OVERALL TOTAL     13,000          16,020 7% 9%     173,486 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[24_Hamner & Ontario Ranch.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-23
2457
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: I‐15 SB Ramps & Cantu Galleano Rd.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
NB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
SOUTH Left 223 141 ‐82 ‐37% 263 284 21 8%
BOUND Through 0 0 0 #DIV/0! 1 1 0 0%
Right 816 1,539 723 89% 1,055 1,493 438 42%
SB Total 1,039 1,680 641 62% 1,319 1,778 459 35%
EAST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 666 1,409 743 112% 999 1,901 902 90%
Right 247 250 3 1% 321 322 1 0%
EB Total 913 1,659 746 82% 1,320 2,223 903 68%
WEST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 621 701 80 13% 550 1,236 686 125%
Right 104 360 256 246% 111 504 393 354%
WB Total 725 1,061 336 46% 661 1,740 1,079 163%
TOTAL ENTERING VOLUME 2,677 4,400 1723 64% 3,300 5,741 2441 74%

AM PM AM PM ADT
North Leg Inbound 1,680 1,778
North Leg Outbound 360 504
North Leg TOTAL 2,040 2,282 14% 16%        14,507
South Leg Inbound 0 0
South Leg Outbound 250 323
South Leg TOTAL 250 323 #DIV/0! #DIV/0! ‐
East Leg Inbound 1,061 1,740
East Leg Outbound 1,550 2,185
East Leg TOTAL 2,611 3,925 8% 12%        33,451
West Leg Inbound 1,659 2,223
West Leg Outbound 2,240 2,729
West Leg TOTAL 3,899 4,952 8% 11%        45,895
OVERALL TOTAL       8,800          11,482 9% 12%       93,853 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[25 I‐15 SB Ramps & Cantu Galleano.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-24
2458
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: I‐15 NB Ramps & Cantu Galleano Rd.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 410 622 212 52% 306 998 692 226%
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 318 481 163 51% 120 126 6 5%
NB Total 728 1,103 375 52% 426 1,124 698 164%
SOUTH Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 0 0 0 #DIV/0! 0 0 0 #DIV/0!
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
SB Total 0 0 0 #DIV/0! 0 0 0 #DIV/0!
EAST Left 0 0 0 #DIV/0! 0 0 0 #DIV/0!
BOUND Through 354 529 175 49% 648 764 116 18%
Right 564 1,057 493 87% 655 1,424 769 117%
EB Total 918 1,586 668 73% 1,303 2,188 885 68%
WEST Left 162 253 91 56% 190 236 46 24%
BOUND Through 311 388 77 25% 330 692 362 110%
Right 0 0 0 #DIV/0! 0 0 0 #DIV/0!
WB Total 473 641 168 36% 520 928 408 78%
TOTAL ENTERING VOLUME 2,119 3,330 1211 57% 2,249 4,240 1991 89%

AM PM AM PM ADT
North Leg Inbound 0 0
North Leg Outbound 0 0
North Leg TOTAL 0 0 #DIV/0! #DIV/0! ‐
South Leg Inbound 1,103 1,124
South Leg Outbound 1,310 1,660
South Leg TOTAL 2,413 2,784 8% 10%        28,937
East Leg Inbound 641 928
East Leg Outbound 1,010 890
East Leg TOTAL 1,651 1,818 14% 16%        11,644
West Leg Inbound 1,586 2,188
West Leg Outbound 1,010 1,690
West Leg TOTAL 2,596 3,878 8% 11%        34,283
OVERALL TOTAL       6,660            8,480 9% 11%       74,864 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[26_I‐15 NB Ramps & Cantu Galleano.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-25
2459
Project: Rich Haven SP Job #: 14822
Scenario: Horizon Year (2050) Without Project Analyst: CP Date: 9/28/22
LOCATION: Wineville Av. & Cantu Galleano Rd.

FORECAST YEAR: 2050
TURNING EXISTING FUTURE DIFF‐ % EXISTING FUTURE DIFF‐ %

APPROACH MOVEMENT COUNT VOLUME ERENCE CHANGE COUNT VOLUME ERENCE CHANGE NORTH Left 219 209 ‐10 ‐5% 182 205 23 13%
BOUND Through 274 250 ‐24 ‐9% 82 85 3 4%
Right 16 11 ‐5 ‐31% 41 23 ‐18 ‐44%
NB Total 509 470 ‐39 ‐8% 305 313 8 3%
SOUTH Left 15 23 8 53% 27 29 2 7%
BOUND Through 52 60 8 15% 155 120 ‐35 ‐23%
Right 48 106 58 121% 121 266 145 120%
SB Total 115 189 74 64% 303 415 112 37%
EAST Left 308 568 260 84% 59 140 81 137%
BOUND Through 226 307 81 36% 323 408 85 26%
Right 232 233 1 0% 301 274 ‐27 ‐9%
EB Total 766 1,108 342 45% 683 822 139 20%
WEST Left 19 18 ‐1 ‐5% 22 16 ‐6 ‐27%
BOUND Through 155 277 122 79% 213 449 236 111%
Right 38 65 27 71% 18 35 17 94%
WB Total 212 360 148 70% 253 500 247 98%
TOTAL ENTERING VOLUME 1,602 2,127 525 33% 1,544 2,050 506 33%

AM PM AM PM ADT
North Leg Inbound 189 415
North Leg Outbound 883 260
North Leg TOTAL 1,072 675 11% 7%          9,658
South Leg Inbound 470 313
South Leg Outbound 311 410
South Leg TOTAL 781 723 14% 13%          5,466
East Leg Inbound 360 500
East Leg Outbound 341 460
East Leg TOTAL 701 960 18% 24%          3,987
West Leg Inbound 1,108 822
West Leg Outbound 592 920
West Leg TOTAL 1,700 1,742 15% 15%        11,643
OVERALL TOTAL       4,254            4,100 14% 13%       30,754 Z:\Shared\UcJobs\_14600‐15000\_14800\14822\02_LOS\Post Processing\[27_Wineville & Cantu Galleano.xls]Output (3)

INDIVIDUAL TURN VOLUME GROWTH REVIEW

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES PERCENT OF ADT

AM PEAK HOUR INPUT DATA PM PEAK HOUR INPUT DATA

4.2-26
2460
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
APPENDIX 5.1: E+P (PHASE 1) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS
2461
Rich Haven Specific Plan Traffic Analysis
14822-03 TA Report
This Page Intentionally Left Blank
2462
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 336 8 442 761 1014 424 160
Future Volume (vph) 336 8 442 761 1014 424 160
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 4 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 8.0 8.0 8.0
Minimum Split (s) 10.8 10.8 10.8 10.0 43.8 38.8 38.8
Total Split (s) 23.0 23.0 23.0 27.0 67.0 40.0 40.0
Total Split (%) 25.6% 25.6% 25.6% 30.0% 74.4% 44.4% 44.4% Yellow Time (s) 4.8 4.8 4.8 4.0 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.0 5.8 5.8 5.8
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Min C-Min C-Min
Act Effct Green (s) 20.1 20.1 20.1 24.0 58.3 29.3 29.3
Actuated g/C Ratio 0.22 0.22 0.22 0.27 0.65 0.33 0.33
v/c Ratio 0.74 0.62 0.58 0.85 0.31 0.21 0.26
Control Delay 46.2 22.5 19.0 36.4 4.0 23.1 4.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 46.2 22.5 19.0 36.4 4.0 23.1 4.9

LOS D C B D A C A
Approach Delay 29.6 17.9 18.1
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 20.8 Intersection LOS: C
Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

5.1-1
2463
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 336 8 442 761 1014 0 0 424 160 Future Volume (veh/h) 0 0 0 336 8 442 761 1014 0 0 424 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 488 0 268 777 1035 0 0 433 66
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 673 0 299 1726 3484 0 0 761 187
Arrive On Green 0.19 0.00 0.19 1.00 1.00 0.00 0.00 0.12 0.12 Sat Flow, veh/h 3563 0 1583 3456 5274 0 0 6696 1585
Grp Volume(v), veh/h 488 0 268 777 1035 0 0 433 66
Grp Sat Flow(s),veh/h/ln 1781 0 1583 1728 1702 0 0 1609 1585 Q Serve(g_s), s 11.6 0.0 14.9 0.0 0.0 0.0 0.0 5.7 3.4
Cycle Q Clear(g_c), s 11.6 0.0 14.9 0.0 0.0 0.0 0.0 5.7 3.4 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 673 0 299 1726 3484 0 0 761 187
V/C Ratio(X) 0.73 0.00 0.90 0.45 0.30 0.00 0.00 0.57 0.35 Avail Cap(c_a), veh/h 681 0 302 1726 3484 0 0 2445 602
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.84 0.84 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 34.3 0.0 35.6 0.0 0.0 0.0 0.0 37.5 36.5 Incr Delay (d2), s/veh 3.8 0.0 27.1 0.1 0.2 0.0 0.0 3.1 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.1 0.0 14.4 0.0 0.1 0.0 0.0 2.3 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 62.7 0.1 0.2 0.0 0.0 40.6 41.6 LnGrp LOS D A E A A A A D D
Approach Vol, veh/h 756 1812 499
Approach Delay, s/veh 46.8 0.1 40.7
Approach LOS D A D
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 67.2 22.8 50.8 16.4
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 61.2 17.2 22.0 * 34
Max Q Clear Time (g_c+I1), s 2.0 16.9 2.0 7.7
Green Ext Time (p_c), s 8.4 0.1 1.4 2.9
Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-2
2464
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 350 5 425 1420 554 151 630
Future Volume (vph) 350 5 425 1420 554 151 630
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 8 8 2 1 6
Permitted Phases 8 2
Detector Phase 8 8 8 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 32.8 32.8 9.0 33.8
Total Split (s) 34.0 34.0 34.0 44.0 44.0 12.0 56.0
Total Split (%) 37.8% 37.8% 37.8% 48.9% 48.9% 13.3% 62.2% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.0 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.0 5.8
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Act Effct Green (s) 21.7 21.7 21.7 44.7 44.7 8.0 56.7
Actuated g/C Ratio 0.24 0.24 0.24 0.50 0.50 0.09 0.63
v/c Ratio 0.71 0.62 0.51 0.48 0.55 0.53 0.21
Control Delay 40.7 22.1 9.7 16.6 3.7 54.0 3.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 22.1 9.7 16.6 3.7 54.0 3.8

LOS D C A B A D A
Approach Delay 24.6 13.0 13.5
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 15.7 Intersection LOS: B
Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

5.1-3
2465
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 350 5 425 0 0 0 0 1420 554 151 630 0 Future Volume (veh/h) 350 5 425 0 0 0 0 1420 554 151 630 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 454 0 164 0 1527 416 162 677 0
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 590 0 258 0 3826 922 230 3603 0
Arrive On Green 0.17 0.00 0.17 0.00 0.59 0.59 0.13 1.00 0.00 Sat Flow, veh/h 3563 0 1561 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 454 0 164 0 1527 416 162 677 0
Grp Sat Flow(s),veh/h/ln 1781 0 1561 0 1609 1551 1728 1702 0 Q Serve(g_s), s 11.0 0.0 8.8 0.0 11.4 13.4 4.0 0.0 0.0
Cycle Q Clear(g_c), s 11.0 0.0 8.8 0.0 11.4 13.4 4.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 590 0 258 0 3826 922 230 3603 0
V/C Ratio(X) 0.77 0.00 0.63 0.00 0.40 0.45 0.71 0.19 0.00 Avail Cap(c_a), veh/h 1116 0 489 0 3826 922 307 3603 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.91 0.91 0.00 Uniform Delay (d), s/veh 35.9 0.0 35.0 0.0 9.7 10.1 38.2 0.0 0.0 Incr Delay (d2), s/veh 2.2 0.0 2.6 0.0 0.3 1.6 2.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 3.4 0.0 3.3 4.0 1.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.1 0.0 37.6 0.0 10.0 11.7 40.4 0.1 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 618 1943 839
Approach Delay, s/veh 37.9 10.4 7.9
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 10.0 59.3 69.3 20.7
Change Period (Y+Rc), s 4.0 5.8 5.8 5.8
Max Green Setting (Gmax), s 8.0 38.2 50.2 28.2
Max Q Clear Time (g_c+I1), s 6.0 15.4 2.0 13.0
Green Ext Time (p_c), s 0.0 12.7 4.6 1.9
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-4
2466
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 149 371 156 86 505 211 286 1328 175 538 Future Volume (vph) 149 371 156 86 505 211 286 1328 175 538 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 38.2 38.2 9.6 38.2 38.2 9.6 32.2 9.6 33.2 Total Split (s) 18.0 41.5 41.5 14.7 38.2 38.2 29.0 42.0 21.8 34.8 Total Split (%) 15.0% 34.6% 34.6% 12.3% 31.8% 31.8% 24.2% 35.0% 18.2% 29.0% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 4.6 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 12.9 27.2 27.2 9.1 23.4 23.4 23.2 36.0 15.4 28.2 Actuated g/C Ratio 0.12 0.25 0.25 0.08 0.21 0.21 0.21 0.33 0.14 0.26 v/c Ratio 0.83 0.46 0.33 0.69 0.73 0.45 0.89 0.93 0.82 0.60 Control Delay 83.4 37.0 6.4 77.0 46.8 7.8 71.2 47.7 75.0 35.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 83.4 37.0 6.4 77.0 46.8 7.8 71.2 47.7 75.0 35.8

LOS F D A E D A E D E D
Approach Delay 40.1 39.8 51.7 43.5
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.5
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 45.6 Intersection LOS: D
Intersection Capacity Utilization 83.2% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

5.1-5
2467
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 149 371 156 86 505 211 286 1328 78 175 538 174 Future Volume (veh/h) 149 371 156 86 505 211 286 1328 78 175 538 174 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 155 386 104 90 526 156 298 1383 78 182 560 141 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 181 839 368 111 691 302 324 1540 87 209 1049 258 Arrive On Green 0.11 0.25 0.25 0.07 0.21 0.21 0.20 0.33 0.33 0.13 0.27 0.27 Sat Flow, veh/h 1594 3367 1477 1594 3367 1472 1594 4680 264 1594 3861 949 Grp Volume(v), veh/h 155 386 104 90 526 156 298 953 508 182 465 236 Grp Sat Flow(s),veh/h/ln 1594 1683 1477 1594 1683 1472 1594 1612 1720 1594 1612 1585 Q Serve(g_s), s 10.0 10.2 6.0 5.8 15.4 6.8 19.2 29.5 29.5 11.8 12.9 13.3 Cycle Q Clear(g_c), s 10.0 10.2 6.0 5.8 15.4 6.8 19.2 29.5 29.5 11.8 12.9 13.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 0.60
Lane Grp Cap(c), veh/h 181 839 368 111 691 302 324 1061 566 209 876 431 V/C Ratio(X) 0.86 0.46 0.28 0.81 0.76 0.52 0.92 0.90 0.90 0.87 0.53 0.55 Avail Cap(c_a), veh/h 204 1133 497 153 1027 449 371 1100 587 261 879 432 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 33.4 31.8 48.1 39.3 17.5 40.9 33.5 33.5 44.7 32.5 32.7 Incr Delay (d2), s/veh 24.2 0.4 0.4 14.4 1.9 1.4 24.1 9.8 16.4 19.3 0.6 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 4.0 2.1 2.7 6.2 3.4 9.3 12.1 13.9 5.5 4.8 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 69.9 33.8 32.2 62.6 41.2 18.8 65.0 43.3 49.9 64.0 33.1 34.1 LnGrp LOS E C C E D B E D D E C C
Approach Vol, veh/h 645 772 1759 883
Approach Delay, s/veh 42.2 39.2 48.9 39.7
Approach LOS D D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 40.7 11.9 32.4 26.0 34.7 16.5 27.7 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 17.2 * 36 10.1 35.3 24.4 28.6 13.4 32.0 Max Q Clear Time (g_c+I1), s 13.8 31.5 7.8 12.2 21.2 15.3 12.0 17.4 Green Ext Time (p_c), s 0.1 3.0 0.0 2.5 0.1 3.4 0.0 3.1 Intersection Summary
HCM 6th Ctrl Delay 44.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-6
2468
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 112 99 88 170 171 161 1297 51 631
Future Volume (vph) 112 99 88 170 171 161 1297 51 631
Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 21.0 27.6 19.4 26.0 26.0 27.0 59.0 14.0 46.0 Total Split (%) 17.5% 23.0% 16.2% 21.7% 21.7% 22.5% 49.2% 11.7% 38.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Act Effct Green (s) 13.0 21.1 11.5 16.1 16.1 16.7 43.0 8.4 31.5 Actuated g/C Ratio 0.13 0.22 0.12 0.17 0.17 0.17 0.44 0.09 0.33 v/c Ratio 0.62 0.48 0.55 0.68 0.48 0.69 0.70 0.44 0.73
Control Delay 57.6 39.1 56.9 53.6 10.2 55.0 24.8 59.0 33.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.6 39.1 56.9 53.6 10.2 55.0 24.8 59.0 33.5

LOS E D E D B D C E C
Approach Delay 46.9 37.0 27.9 35.3
Approach LOS D D C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 96.7
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 32.7 Intersection LOS: C
Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

5.1-7
2469
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 99 55 88 170 171 161 1297 94 51 631 71 Future Volume (veh/h) 112 99 55 88 170 171 161 1297 94 51 631 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 132 116 57 104 200 107 189 1526 103 60 742 76 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 165 191 94 131 265 224 230 2210 149 77 1114 114 Arrive On Green 0.10 0.17 0.17 0.08 0.15 0.15 0.14 0.45 0.45 0.05 0.35 0.35 Sat Flow, veh/h 1594 1122 551 1594 1772 1502 1594 4919 332 1594 3155 323 Grp Volume(v), veh/h 132 0 173 104 200 107 189 1099 530 60 417 401 Grp Sat Flow(s),veh/h/ln 1594 0 1673 1594 1772 1502 1594 1772 1707 1594 1772 1706 Q Serve(g_s), s 6.0 0.0 7.0 4.7 8.0 3.8 8.5 18.2 18.2 2.7 14.6 14.6 Cycle Q Clear(g_c), s 6.0 0.0 7.0 4.7 8.0 3.8 8.5 18.2 18.2 2.7 14.6 14.6 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.19 1.00 0.19
Lane Grp Cap(c), veh/h 165 0 286 131 265 224 230 1592 767 77 626 602 V/C Ratio(X) 0.80 0.00 0.61 0.80 0.76 0.48 0.82 0.69 0.69 0.78 0.67 0.67 Avail Cap(c_a), veh/h 355 0 523 321 515 437 485 2621 1262 204 997 960 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.3 0.0 28.2 33.2 30.0 18.2 30.6 16.2 16.2 34.6 20.1 20.1 Incr Delay (d2), s/veh 8.7 0.0 2.1 10.5 4.4 1.6 7.2 0.5 1.1 15.8 1.2 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 2.8 2.1 3.5 1.7 3.3 5.9 5.8 1.3 5.3 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.0 0.0 30.3 43.7 34.4 19.8 37.8 16.7 17.3 50.5 21.3 21.4 LnGrp LOS D A C D C B D B B D C C
Approach Vol, veh/h 305 411 1818 878
Approach Delay, s/veh 34.9 32.9 19.1 23.4
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.1 37.6 10.6 17.2 15.2 30.6 12.2 15.6 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 9.4 54.4 14.8 23.0 22.4 41.4 16.4 21.4 Max Q Clear Time (g_c+I1), s 4.7 20.2 6.7 9.0 10.5 16.6 8.0 10.0 Green Ext Time (p_c), s 0.0 12.8 0.1 0.7 0.4 4.7 0.2 1.0 Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C

5.1-8
2470
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group WBL WBR NBT SBL SBT Ø4
Lane Configurations
Traffic Volume (vph) 35 62 1389 46 813
Future Volume (vph) 35 62 1389 46 813
Turn Type Prot Perm NA Prot NA
Protected Phases 3 2 1 6 4
Permitted Phases 8
Detector Phase 3 8 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 10.0 5.0 10.0 5.0
Minimum Split (s) 9.6 32.6 37.5 9.6 23.5 32.5
Total Split (s) 12.6 45.1 59.8 15.1 74.9 32.5
Total Split (%) 10.5% 37.6% 49.8% 12.6% 62.4% 27%
Yellow Time (s) 3.6 3.6 5.5 3.6 5.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 6.5 4.6 6.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None
Act Effct Green (s) 10.2 10.5 38.7 8.6 45.0
Actuated g/C Ratio 0.17 0.17 0.64 0.14 0.74
v/c Ratio 0.16 0.19 0.55 0.25 0.39
Control Delay 29.7 1.0 12.1 37.0 5.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 29.7 1.0 12.1 37.0 5.6

LOS C A B D A
Approach Delay 12.1 7.3
Approach LOS B A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 60.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 10.3 Intersection LOS: B
Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

5.1-9
2471
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 35 0 62 0 1389 26 46 813 0 Future Volume (veh/h) 0 0 0 35 0 62 0 1389 26 46 813 0
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.93 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 0 0 0 42 0 74 0 1654 19 55 968 0
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 118 127 0 67 335 265 118 2484 29 79 2118 0
Arrive On Green 0.00 0.00 0.00 0.04 0.00 0.19 0.00 0.50 0.50 0.05 0.63 0.00 Sat Flow, veh/h 1186 1772 0 1594 1772 1401 519 4928 57 1594 3455 0 Grp Volume(v), veh/h 0 0 0 42 0 74 0 1082 591 55 968 0
Grp Sat Flow(s),veh/h/ln 1186 1772 0 1594 1772 1401 519 1612 1760 1594 1683 0 Q Serve(g_s), s 0.0 0.0 0.0 1.6 0.0 2.8 0.0 15.3 15.3 2.1 9.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 1.6 0.0 2.8 0.0 15.3 15.3 2.1 9.1 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.03 1.00 0.00
Lane Grp Cap(c), veh/h 118 127 0 67 335 265 118 1625 887 79 2118 0 V/C Ratio(X) 0.00 0.00 0.00 0.63 0.00 0.28 0.00 0.67 0.67 0.69 0.46 0.00 Avail Cap(c_a), veh/h 578 814 0 209 1177 931 311 2820 1539 275 3778 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 28.7 0.0 21.2 0.0 11.3 11.3 28.5 5.9 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 3.6 0.0 0.6 0.0 0.5 0.9 4.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.6 0.0 0.8 0.0 3.7 4.1 0.8 1.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 0.0 32.4 0.0 21.7 0.0 11.8 12.2 32.5 6.0 0.0 LnGrp LOS A A A C A C A B B C A A
Approach Vol, veh/h 0 116 1673 1023
Approach Delay, s/veh 0.0 25.6 11.9 7.5
Approach LOS C B A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 7.6 37.2 7.1 9.0 44.8 16.1
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 10.5 53.3 8.0 * 28 68.4 40.5 Max Q Clear Time (g_c+I1), s 4.1 17.3 3.6 0.0 11.1 4.8
Green Ext Time (p_c), s 0.0 13.4 0.0 0.0 7.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-10
2472
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 35 260 65 357 456 211 167 1045 352 156 499 62 Future Volume (vph) 35 260 65 357 456 211 167 1045 352 156 499 62 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 3 8 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 9.6 40.4 15.4 46.2 46.2 17.7 50.0 14.2 46.5 46.5 Total Split (%) 8.0% 33.7% 12.8% 38.5% 38.5% 14.8% 41.7% 11.8% 38.8% 38.8% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.1 24.7 107.3 11.1 35.4 35.4 13.4 39.1 107.3 9.9 35.6 35.6 Actuated g/C Ratio 0.05 0.23 1.00 0.10 0.33 0.33 0.12 0.36 1.00 0.09 0.33 0.33 v/c Ratio 0.27 0.35 0.05 1.27 0.86 0.36 0.93 0.89 0.26 1.18 0.47 0.12 Control Delay 59.6 35.2 0.1 186.9 51.0 5.6 98.6 43.0 0.4 176.6 30.8 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.6 35.2 0.1 186.9 51.0 5.6 98.6 43.0 0.4 176.6 30.8 0.4

LOS E D A F D A F D A F C A
Approach Delay 31.2 89.0 39.4 59.9
Approach LOS C F D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 107.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.27
Intersection Signal Delay: 56.4 Intersection LOS: E
Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

5.1-11
2473
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 35 260 65 357 456 211 167 1045 352 156 499 62 Future Volume (veh/h) 35 260 65 357 456 211 167 1045 352 156 499 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 38 286 0 392 501 209 184 1148 0 171 548 57 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 95 861 301 552 462 194 1292 142 1177 487
Arrive On Green 0.03 0.24 0.00 0.10 0.31 0.31 0.12 0.36 0.00 0.09 0.33 0.33 Sat Flow, veh/h 3000 3544 1502 3000 1772 1483 1594 3544 1502 1594 3544 1468 Grp Volume(v), veh/h 38 286 0 392 501 209 184 1148 0 171 548 57 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1483 1594 1772 1502 1594 1772 1468 Q Serve(g_s), s 1.3 7.2 0.0 10.8 29.2 12.2 12.4 32.8 0.0 9.6 13.2 2.9 Cycle Q Clear(g_c), s 1.3 7.2 0.0 10.8 29.2 12.2 12.4 32.8 0.0 9.6 13.2 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 95 861 301 552 462 194 1292 142 1177 487 V/C Ratio(X) 0.40 0.33 1.30 0.91 0.45 0.95 0.89 1.20 0.47 0.12 Avail Cap(c_a), veh/h 139 1124 301 658 550 194 1430 142 1315 545 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.2 33.6 0.0 48.5 35.6 29.7 47.0 32.2 0.0 49.1 28.4 25.0 Incr Delay (d2), s/veh 1.0 0.2 0.0 159.0 14.7 0.7 49.8 6.8 0.0 140.9 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.0 0.0 10.5 14.0 4.2 7.3 14.0 0.0 9.2 5.2 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.2 33.8 0.0 207.5 50.3 30.4 96.9 39.0 0.0 190.0 28.7 25.1 LnGrp LOS D C F D C F D F C C
Approach Vol, veh/h 324 A 1102 1332 A 776
Approach Delay, s/veh 36.0 102.4 47.0 64.0
Approach LOS D F D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.2 45.8 15.4 32.4 17.7 42.3 8.0 39.8 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 9.6 43.5 10.8 34.2 13.1 40.0 5.0 40.0 Max Q Clear Time (g_c+I1), s 11.6 34.8 12.8 9.2 14.4 15.2 3.3 31.2 Green Ext Time (p_c), s 0.0 4.5 0.0 1.6 0.0 3.4 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 67.0
HCM 6th LOS E
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

5.1-12
2474
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 119 408 85 519 237 208 111 161
Future Volume (vph) 119 408 85 519 237 208 111 161
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.2 9.6 27.2 9.6 28.8 9.6 28.8
Total Split (s) 19.0 40.2 16.8 38.0 31.0 38.7 24.3 32.0 Total Split (%) 15.8% 33.5% 14.0% 31.7% 25.8% 32.3% 20.3% 26.7% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 13.0 32.5 10.5 29.9 23.2 24.0 13.4 14.1 Actuated g/C Ratio 0.13 0.32 0.10 0.29 0.23 0.24 0.13 0.14 v/c Ratio 0.75 0.63 0.66 0.85 0.83 0.62 0.68 0.63
Control Delay 68.3 32.8 66.8 43.5 59.2 24.2 60.6 32.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 68.3 32.8 66.8 43.5 59.2 24.2 60.6 32.1

LOS E C E D E C E C
Approach Delay 39.4 46.2 36.7 40.4
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 101.9
Natural Cycle: 100
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 40.9 Intersection LOS: D
Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

5.1-13
2475
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 408 113 85 519 129 237 208 219 111 161 110 Future Volume (veh/h) 119 408 113 85 519 129 237 208 219 111 161 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 0.94 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 151 516 82 108 657 105 300 263 243 141 204 117 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 180 873 138 133 788 126 333 454 382 171 350 191 Arrive On Green 0.11 0.30 0.30 0.08 0.27 0.27 0.21 0.27 0.27 0.11 0.17 0.17 Sat Flow, veh/h 1594 2896 458 1594 2901 463 1594 1683 1415 1594 2085 1139 Grp Volume(v), veh/h 151 299 299 108 381 381 300 263 243 141 163 158 Grp Sat Flow(s),veh/h/ln 1594 1683 1671 1594 1683 1681 1594 1683 1415 1594 1683 1540 Q Serve(g_s), s 8.3 13.4 13.5 5.9 18.9 19.0 16.3 12.0 13.5 7.7 7.9 8.5 Cycle Q Clear(g_c), s 8.3 13.4 13.5 5.9 18.9 19.0 16.3 12.0 13.5 7.7 7.9 8.5 Prop In Lane 1.00 0.27 1.00 0.28 1.00 1.00 1.00 0.74
Lane Grp Cap(c), veh/h 180 507 504 133 457 456 333 454 382 171 283 259 V/C Ratio(X) 0.84 0.59 0.59 0.81 0.83 0.84 0.90 0.58 0.64 0.83 0.58 0.61 Avail Cap(c_a), veh/h 258 644 639 219 602 601 473 623 524 353 496 454 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 26.4 26.4 40.1 30.5 30.5 34.3 28.1 28.6 38.9 34.1 34.3 Incr Delay (d2), s/veh 10.6 1.1 1.1 4.5 7.6 7.7 12.5 1.2 1.8 3.8 1.9 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 5.0 5.1 2.3 7.9 8.0 7.1 4.7 4.4 3.0 3.2 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.2 27.5 27.6 44.6 38.1 38.2 46.8 29.3 30.4 42.7 35.9 36.6 LnGrp LOS D C C D D D D C C D D D
Approach Vol, veh/h 749 870 806 462
Approach Delay, s/veh 31.9 38.9 36.1 38.2
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.1 29.8 12.0 33.0 23.2 20.7 14.7 30.3 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 19.7 32.9 12.2 34.0 26.4 26.2 14.4 31.8 Max Q Clear Time (g_c+I1), s 9.7 15.5 7.9 15.5 18.3 10.5 10.3 21.0 Green Ext Time (p_c), s 0.1 2.7 0.0 3.0 0.3 1.5 0.1 3.1 Intersection Summary
HCM 6th Ctrl Delay 36.2
HCM 6th LOS D

5.1-14
2476
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh26.4
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 97 92 97 26 174 90 129 396 24 40 186 74 Future Vol, veh/h 97 92 97 26 174 90 129 396 24 40 186 74 Peak Hour Factor 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 131 124 131 35 235 122 174 535 32 54 251 100
Number of Lanes 1 2 0 1 2 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 18.9 20.9 36.6 20.2

HCM LOS C C E C

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 85% 0% 100% 24% 0% 100% 39% 0% 100% 46% Vol Right, % 0% 0% 15% 0% 0% 76% 0% 0% 61% 0% 0% 54%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 129 264 156 97 61 128 26 116 148 40 124 136 LT Vol 129 0 0 97 0 0 26 0 0 40 0 0
Through Vol 0 264 132 0 61 31 0 116 58 0 124 62
RT Vol 0 0 24 0 0 97 0 0 90 0 0 74
Lane Flow Rate 174 357 211 131 83 173 35 157 200 54 168 184 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.462 0.897 0.524 0.381 0.229 0.452 0.102 0.433 0.529 0.156 0.46 0.485 Departure Headway (Hd) 9.551 9.051 8.944 10.467 9.967 9.435 10.454 9.954 9.528 10.386 9.886 9.505 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 377 400 403 343 360 381 342 361 378 344 364 379
Service Time 7.324 6.824 6.716 8.251 7.751 7.22 8.237 7.737 7.312 8.172 7.672 7.291 HCM Lane V/C Ratio 0.462 0.892 0.524 0.382 0.231 0.454 0.102 0.435 0.529 0.157 0.462 0.485 HCM Control Delay 20.3 53.6 21.2 19.6 15.7 19.8 14.4 20.2 22.6 15.1 20.9 21 HCM Lane LOS C F C C C C B C C C C C
HCM 95th-tile Q 2.4 9.3 2.9 1.7 0.9 2.3 0.3 2.1 3 0.5 2.3 2.6

5.1-15
2477
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 32 746 15 80 1055 58 34 129 71 64
Future Volume (vph) 32 746 15 80 1055 58 34 129 71 64
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 23.8 23.8 9.6 23.8 23.8 9.6 23.8 9.6 23.8 Total Split (s) 15.0 49.0 49.0 18.0 52.0 52.0 15.0 35.0 18.0 38.0 Total Split (%) 12.5% 40.8% 40.8% 15.0% 43.3% 43.3% 12.5% 29.2% 15.0% 31.7% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min None Min Act Effct Green (s) 7.3 31.9 31.9 9.5 36.5 36.5 7.3 15.2 9.1 19.4 Actuated g/C Ratio 0.09 0.39 0.39 0.12 0.45 0.45 0.09 0.19 0.11 0.24 v/c Ratio 0.23 0.60 0.02 0.43 0.74 0.08 0.24 0.56 0.40 0.21 Control Delay 48.2 24.2 0.1 48.5 24.5 1.0 48.2 40.5 48.1 29.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.2 24.2 0.1 48.5 24.5 1.0 48.2 40.5 48.1 29.6

LOS D C A D C A D D D C
Approach Delay 24.7 24.9 41.8 38.1
Approach LOS C C D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 81.5
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 27.2 Intersection LOS: C
Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

5.1-16
2478
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 746 15 80 1055 58 34 129 45 71 64 19 Future Volume (veh/h) 32 746 15 80 1055 58 34 129 45 71 64 19 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 829 13 89 1172 56 38 143 44 79 71 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 66 1468 655 115 1567 699 68 197 61 104 263 37 Arrive On Green 0.04 0.41 0.41 0.06 0.44 0.44 0.04 0.14 0.14 0.06 0.16 0.16 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1372 422 1781 1604 226 Grp Volume(v), veh/h 36 829 13 89 1172 56 38 0 187 79 0 81 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1794 1781 0 1830 Q Serve(g_s), s 1.3 11.6 0.3 3.2 17.9 1.3 1.4 0.0 6.5 2.8 0.0 2.5 Cycle Q Clear(g_c), s 1.3 11.6 0.3 3.2 17.9 1.3 1.4 0.0 6.5 2.8 0.0 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.12
Lane Grp Cap(c), veh/h 66 1468 655 115 1567 699 68 0 258 104 0 300 V/C Ratio(X) 0.55 0.56 0.02 0.77 0.75 0.08 0.56 0.00 0.73 0.76 0.00 0.27 Avail Cap(c_a), veh/h 285 2363 1054 367 2527 1127 285 0 807 367 0 907 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.8 14.6 11.3 29.9 15.2 10.5 30.7 0.0 26.6 30.1 0.0 23.8 Incr Delay (d2), s/veh 2.7 0.3 0.0 4.1 0.7 0.0 2.6 0.0 3.9 4.2 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.7 0.1 1.4 5.7 0.4 0.6 0.0 2.8 1.2 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 14.9 11.3 34.1 15.9 10.6 33.4 0.0 30.4 34.3 0.0 24.2 LnGrp LOS C B B C B B C A C C A C
Approach Vol, veh/h 878 1317 225 160
Approach Delay, s/veh 15.6 16.9 30.9 29.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.4 15.1 8.8 32.6 7.1 16.5 7.0 34.4 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 13.4 29.2 13.4 43.2 10.4 32.2 10.4 46.2 Max Q Clear Time (g_c+I1), s 4.8 8.5 5.2 13.6 3.4 4.5 3.3 19.9 Green Ext Time (p_c), s 0.0 0.9 0.0 5.6 0.0 0.3 0.0 8.8 Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B

5.1-17
2479
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 186 4 716 574 1551 822 407
Future Volume (vph) 186 4 716 574 1551 822 407
Turn Type Perm NA Free Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 8.0 8.0 8.0
Minimum Split (s) 15.8 15.8 10.0 35.2 28.2 28.2
Total Split (s) 26.0 26.0 19.0 49.0 30.0 30.0
Total Split (%) 34.7% 34.7% 25.3% 65.3% 40.0% 40.0%
Yellow Time (s) 4.8 4.8 4.0 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.0 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max C-Max
Act Effct Green (s) 19.3 19.3 75.0 14.1 43.7 24.6 24.6
Actuated g/C Ratio 0.26 0.26 1.00 0.19 0.58 0.33 0.33
v/c Ratio 0.86 0.87 0.47 0.93 0.55 0.51 0.53
Control Delay 47.9 48.6 1.0 44.4 12.5 21.9 5.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.9 48.6 1.0 44.4 12.5 21.9 5.0

LOS D D A D B C A
Approach Delay 24.7 21.1 16.3
Approach LOS C C B
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 45 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 20.9 Intersection LOS: C
Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

5.1-18
2480
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 186 4 716 574 1551 0 0 822 407 Future Volume (veh/h) 0 0 0 186 4 716 574 1551 0 0 822 407 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 747 0 0 598 1616 0 0 856 268
Peak Hour Factor 0.25 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 858 0 645 3059 0 0 1765 541
Arrive On Green 0.24 0.00 0.00 0.37 1.00 0.00 0.00 0.35 0.35 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1564
Grp Volume(v), veh/h 747 0 0 598 1616 0 0 856 268
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1564 Q Serve(g_s), s 15.1 0.0 0.0 12.4 0.0 0.0 0.0 9.9 10.1
Cycle Q Clear(g_c), s 15.1 0.0 0.0 12.4 0.0 0.0 0.0 9.9 10.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 858 0 645 3059 0 0 1765 541
V/C Ratio(X) 0.87 0.00 0.93 0.53 0.00 0.00 0.48 0.50
Avail Cap(c_a), veh/h 960 0 645 3059 0 0 1765 541
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.28 0.28 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 27.3 0.0 0.0 23.0 0.0 0.0 0.0 19.3 19.4 Incr Delay (d2), s/veh 8.1 0.0 0.0 7.1 0.2 0.0 0.0 1.0 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.8 0.0 0.0 4.2 0.1 0.0 0.0 3.6 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.4 0.0 0.0 30.1 0.2 0.0 0.0 20.2 22.6 LnGrp LOS D A C A A A C C
Approach Vol, veh/h 747 A 2214 1124
Approach Delay, s/veh 35.4 8.3 20.8
Approach LOS D A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 51.1 19.0 32.1 23.9
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 42.8 14.0 23.8 20.2
Max Q Clear Time (g_c+I1), s 2.0 14.4 12.1 17.1
Green Ext Time (p_c), s 9.3 0.0 3.4 1.0
Intersection Summary
HCM 6th Ctrl Delay 16.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

5.1-19
2481
Timings Rich Haven Specific Plan TA (JN:14822)
11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 20
Lane Group EBL EBT EBR NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 718 5 309 1391 324 712
Future Volume (vph) 718 5 309 1391 324 712
Turn Type Perm NA Perm NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4 4
Detector Phase 4 4 4 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 28.2 10.0 31.2
Total Split (s) 28.0 28.0 28.0 34.0 13.0 47.0
Total Split (%) 37.3% 37.3% 37.3% 45.3% 17.3% 62.7%
Yellow Time (s) 4.8 4.8 4.8 5.2 4.0 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 6.2 5.0 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None C-Max None C-Max
Act Effct Green (s) 20.7 20.7 20.7 28.5 8.8 42.3
Actuated g/C Ratio 0.28 0.28 0.28 0.38 0.12 0.56
v/c Ratio 0.81 0.82 0.57 0.94 0.85 0.26
Control Delay 40.7 41.3 14.5 33.2 50.9 8.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 40.7 41.3 14.5 33.2 50.9 8.8

LOS D D B C D A
Approach Delay 33.0 33.2 22.0
Approach LOS C C C
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 48 (64%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 30.1 Intersection LOS: C
Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 11: Haven Av. & SR-60 EB Ramps

5.1-20
2482
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 11: Haven Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 21
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 718 5 309 0 0 0 0 1391 321 324 712 0 Future Volume (veh/h) 718 5 309 0 0 0 0 1391 321 324 712 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 760 0 167 0 1464 180 341 749 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 899 0 400 0 1906 234 369 3001 0
Arrive On Green 0.25 0.00 0.25 0.00 0.41 0.41 0.21 1.00 0.00 Sat Flow, veh/h 3563 0 1585 0 4767 565 3456 5274 0
Grp Volume(v), veh/h 760 0 167 0 1083 561 341 749 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1759 1728 1702 0 Q Serve(g_s), s 15.2 0.0 6.6 0.0 20.5 20.5 7.3 0.0 0.0
Cycle Q Clear(g_c), s 15.2 0.0 6.6 0.0 20.5 20.5 7.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.32 1.00 0.00
Lane Grp Cap(c), veh/h 899 0 400 0 1411 729 369 3001 0
V/C Ratio(X) 0.85 0.00 0.42 0.00 0.77 0.77 0.93 0.25 0.00 Avail Cap(c_a), veh/h 1055 0 469 0 1411 729 369 3001 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.75 0.75 0.00 Uniform Delay (d), s/veh 26.7 0.0 23.4 0.0 18.9 18.9 29.2 0.0 0.0 Incr Delay (d2), s/veh 5.7 0.0 0.7 0.0 4.1 7.6 23.5 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 0.0 2.3 0.0 7.7 8.6 3.7 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 0.0 24.1 0.0 22.9 26.5 52.7 0.1 0.0 LnGrp LOS C A C A C C D A A
Approach Vol, veh/h 927 1644 1090
Approach Delay, s/veh 30.9 24.2 16.6
Approach LOS C C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 13.0 37.3 24.7 50.3
Change Period (Y+Rc), s 5.0 6.2 5.8 6.2
Max Green Setting (Gmax), s 8.0 27.8 22.2 40.8
Max Q Clear Time (g_c+I1), s 9.3 22.5 17.2 2.0
Green Ext Time (p_c), s 0.0 3.2 1.7 3.3
Intersection Summary
HCM 6th Ctrl Delay 23.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

5.1-21
2483
Timings Rich Haven Specific Plan TA (JN:14822)
12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 22
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 323 485 114 378 47 672 293 392 229 Future Volume (vph) 323 485 114 378 47 672 293 392 229
Turn Type Prot NA Prot NA Perm NA Split NA Perm
Protected Phases 7 4 3 8 2 6 6
Permitted Phases 2 6
Detector Phase 7 4 3 8 2 2 6 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.6 25.2 9.6 30.2 23.7 23.7 24.8 24.8 24.8 Total Split (s) 19.0 38.2 11.0 30.2 45.8 45.8 25.0 25.0 25.0 Total Split (%) 15.8% 31.8% 9.2% 25.2% 38.2% 38.2% 20.8% 20.8% 20.8% Yellow Time (s) 3.6 5.2 3.6 5.2 3.7 3.7 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.7 5.8 5.8 5.8
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 14.4 32.0 6.4 24.0 41.1 19.2 19.2 19.2 Actuated g/C Ratio 0.12 0.27 0.05 0.20 0.34 0.16 0.16 0.16 v/c Ratio 1.82 1.20 1.44 0.88 7.48 1.23 1.48 0.57
Control Delay 419.9 149.1 293.3 57.6 2940.6 176.7 269.8 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 419.9 149.1 293.3 57.6 2940.6 176.7 269.8 13.0

LOS F F F E F F F B
Approach Delay 252.5 97.2 2940.6 175.5
Approach LOS F F F F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 7.48
Intersection Signal Delay: 876.7 Intersection LOS: F
Intersection Capacity Utilization 125.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 12: Haven Av. & Riverside Dr.

5.1-22
2484
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 12: Haven Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 23
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 323 485 39 114 378 185 47 672 103 293 392 229 Future Volume (veh/h) 323 485 39 114 378 185 47 672 103 293 392 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.95 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 344 516 38 121 402 161 50 715 93 312 417 68 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 191 432 32 85 465 183 35 494 64 255 284 235
Arrive On Green 0.12 0.27 0.27 0.05 0.20 0.20 0.34 0.34 0.34 0.16 0.16 0.16 Sat Flow, veh/h 1594 1619 119 1594 2323 916 101 1442 188 1594 1772 1468 Grp Volume(v), veh/h 344 0 554 121 290 273 858 0 0 312 417 68 Grp Sat Flow(s),veh/h/ln 1594 0 1738 1594 1683 1556 1730 0 0 1594 1772 1468 Q Serve(g_s), s 14.4 0.0 32.0 6.4 19.9 20.5 41.1 0.0 0.0 19.2 19.2 4.9 Cycle Q Clear(g_c), s 14.4 0.0 32.0 6.4 19.9 20.5 41.1 0.0 0.0 19.2 19.2 4.9 Prop In Lane 1.00 0.07 1.00 0.59 0.06 0.11 1.00 1.00
Lane Grp Cap(c), veh/h 191 0 464 85 337 311 592 0 0 255 284 235 V/C Ratio(X) 1.80 0.00 1.20 1.42 0.86 0.88 1.45 0.00 0.00 1.22 1.47 0.29 Avail Cap(c_a), veh/h 191 0 464 85 337 311 592 0 0 255 284 235 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 0.0 44.0 56.8 46.4 46.6 39.5 0.0 0.0 50.4 50.4 44.4 Incr Delay (d2), s/veh 379.5 0.0 107.3 245.8 19.6 23.7 211.1 0.0 0.0 130.4 230.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 25.7 0.0 26.9 8.3 9.8 9.6 51.9 0.0 0.0 16.6 26.4 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 432.3 0.0 151.3 302.6 65.9 70.3 250.5 0.0 0.0 180.8 280.5 45.1 LnGrp LOS F A F F E E F A A F F D
Approach Vol, veh/h 898 684 858 797
Approach Delay, s/veh 258.9 109.5 250.5 221.4
Approach LOS F F F F
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 45.8 11.0 38.2 25.0 19.0 30.2
Change Period (Y+Rc), s * 4.7 4.6 6.2 5.8 4.6 6.2
Max Green Setting (Gmax), s * 41 6.4 32.0 19.2 14.4 24.0 Max Q Clear Time (g_c+I1), s 43.1 8.4 34.0 21.2 16.4 22.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.5
Intersection Summary
HCM 6th Ctrl Delay 215.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-23
2485
Timings Rich Haven Specific Plan TA (JN:14822)
13: Haven Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 24
Lane Group EBL EBT WBL WBT NBL NBT SBT Ø1
Lane Configurations
Traffic Volume (vph) 65 27 81 45 164 771 434
Future Volume (vph) 65 27 81 45 164 771 434
Turn Type Prot NA Prot NA Prot NA NA
Protected Phases 7 4 3 8 5 2 6 1
Permitted Phases
Detector Phase 7 4 3 8 5 2 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 10.0 5.0 Minimum Split (s) 9.6 22.4 9.6 22.8 9.6 22.8 21.7 9.6
Total Split (s) 19.0 32.2 9.6 22.8 33.0 68.6 45.2 9.6
Total Split (%) 15.8% 26.8% 8.0% 19.0% 27.5% 57.2% 37.7% 8% Yellow Time (s) 3.6 4.4 3.6 4.8 3.6 4.8 3.7 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.4 4.6 5.8 4.6 5.8 4.7
Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min Min None
Act Effct Green (s) 8.8 15.3 5.0 13.2 15.2 63.9 45.2
Actuated g/C Ratio 0.09 0.15 0.05 0.13 0.15 0.64 0.45
v/c Ratio 0.50 0.35 1.00 0.20 0.72 1.00 0.71
Control Delay 57.0 15.9 145.5 43.7 58.0 47.1 30.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.0 15.9 145.5 43.7 58.0 47.1 30.5

LOS E B F D E D C
Approach Delay 31.4 109.1 48.6 30.5
Approach LOS C F D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 100.1
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 46.3 Intersection LOS: D
Intersection Capacity Utilization 87.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 13: Haven Av. & Chino Av.

5.1-24
2486
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 13: Haven Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 25
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 65 27 80 81 45 0 164 771 250 0 434 86 Future Volume (veh/h) 65 27 80 81 45 0 164 771 250 0 434 86 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1870 1772 1870 1870 1870 1673 1772 1870 1870 1772 1772 Adj Flow Rate, veh/h 69 29 85 88 49 0 174 820 272 0 462 91 Peak Hour Factor 0.94 0.92 0.94 0.92 0.92 0.92 0.94 0.94 0.92 0.92 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 86 45 133 96 202 0 205 844 280 2 696 137
Arrive On Green 0.05 0.11 0.11 0.05 0.11 0.00 0.13 0.66 0.66 0.00 0.48 0.48 Sat Flow, veh/h 1594 419 1230 1781 1870 0 1594 1273 422 1781 1438 283 Grp Volume(v), veh/h 69 0 114 88 49 0 174 0 1092 0 0 553 Grp Sat Flow(s),veh/h/ln 1594 0 1649 1781 1870 0 1594 0 1696 1781 0 1721 Q Serve(g_s), s 4.0 0.0 6.1 4.5 2.2 0.0 9.9 0.0 56.4 0.0 0.0 22.6 Cycle Q Clear(g_c), s 4.0 0.0 6.1 4.5 2.2 0.0 9.9 0.0 56.4 0.0 0.0 22.6 Prop In Lane 1.00 0.75 1.00 0.00 1.00 0.25 1.00 0.16
Lane Grp Cap(c), veh/h 86 0 178 96 202 0 205 0 1124 2 0 833 V/C Ratio(X) 0.80 0.00 0.64 0.91 0.24 0.00 0.85 0.00 0.97 0.00 0.00 0.66 Avail Cap(c_a), veh/h 248 0 478 96 344 0 489 0 1152 96 0 833 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 43.3 0.0 39.5 43.5 37.8 0.0 39.4 0.0 14.8 0.0 0.0 18.1 Incr Delay (d2), s/veh 6.5 0.0 3.8 63.3 0.6 0.0 3.7 0.0 19.7 0.0 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 0.0 2.6 3.6 1.0 0.0 3.9 0.0 21.8 0.0 0.0 8.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.7 0.0 43.3 106.8 38.4 0.0 43.1 0.0 34.5 0.0 0.0 20.1 LnGrp LOS D A D F D A D A C A A C
Approach Vol, veh/h 183 137 1266 553
Approach Delay, s/veh 45.8 82.3 35.7 20.1
Approach LOS D F D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 67.1 9.6 15.8 16.5 50.6 9.6 15.8 Change Period (Y+Rc), s 4.6 5.8 4.6 * 5.8 4.6 * 5.8 4.6 5.8 Max Green Setting (Gmax), s 5.0 62.8 5.0 * 27 28.4 * 41 14.4 17.0 Max Q Clear Time (g_c+I1), s 0.0 58.4 6.5 8.1 11.9 24.6 6.0 4.2 Green Ext Time (p_c), s 0.0 2.9 0.0 0.5 0.2 3.4 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 35.5
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-25
2487
Timings Rich Haven Specific Plan TA (JN:14822)
14: Haven Av. & Schaefer av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 26
Lane Group EBL EBR NBL NBT SBT
Lane Configurations
Traffic Volume (vph) 39 85 103 1118 592
Future Volume (vph) 39 85 103 1118 592
Turn Type Prot Perm Prot NA NA
Protected Phases 4 5 2 6
Permitted Phases 4
Detector Phase 4 4 5 2 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0
Minimum Split (s) 27.8 27.8 9.6 15.8 29.8
Total Split (s) 35.0 35.0 31.0 85.0 54.0
Total Split (%) 29.2% 29.2% 25.8% 70.8% 45.0%
Yellow Time (s) 4.8 4.8 3.6 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 4.6 5.8 5.8
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode None None None Min Min
Act Effct Green (s) 12.2 12.2 11.6 83.6 66.2
Actuated g/C Ratio 0.12 0.12 0.11 0.81 0.64
v/c Ratio 0.22 0.36 0.63 0.85 0.30
Control Delay 43.5 12.5 59.4 16.8 10.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 43.5 12.5 59.4 16.8 10.5

LOS D B E B B
Approach Delay 22.2 20.4 10.5
Approach LOS C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 103
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.85
Intersection Signal Delay: 17.4 Intersection LOS: B
Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 14: Haven Av. & Schaefer av.

5.1-26
2488
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 14: Haven Av. & Schaefer av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 27
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 39 85 103 1118 592 22
Future Volume (veh/h) 39 85 103 1118 592 22
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1673 1772 1673 1772 1772 1772
Adj Flow Rate, veh/h 42 38 112 1215 643 21
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 167 158 140 1325 2051 67
Arrive On Green 0.10 0.10 0.09 0.75 0.60 0.60
Sat Flow, veh/h 1594 1502 1594 1772 3410 111
Grp Volume(v), veh/h 42 38 112 1215 334 330
Grp Sat Flow(s),veh/h/ln 1594 1502 1594 1772 1772 1749
Q Serve(g_s), s 1.9 1.8 5.4 43.3 7.3 7.3
Cycle Q Clear(g_c), s 1.9 1.8 5.4 43.3 7.3 7.3
Prop In Lane 1.00 1.00 1.00 0.06
Lane Grp Cap(c), veh/h 167 158 140 1325 1066 1052
V/C Ratio(X) 0.25 0.24 0.80 0.92 0.31 0.31
Avail Cap(c_a), veh/h 591 557 535 1783 1085 1071
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 32.4 32.3 35.2 8.0 7.7 7.7
Incr Delay (d2), s/veh 0.8 0.8 4.0 6.4 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 1.6 2.1 10.0 2.2 2.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 33.1 39.3 14.4 7.9 7.9
LnGrp LOS C C D B A A
Approach Vol, veh/h 80 1327 664
Approach Delay, s/veh 33.1 16.5 7.9
Approach LOS C B A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 64.6 14.1 11.5 53.1
Change Period (Y+Rc), s 5.8 5.8 4.6 5.8
Max Green Setting (Gmax), s 79.2 29.2 26.4 48.2
Max Q Clear Time (g_c+I1), s 45.3 3.9 7.4 9.3
Green Ext Time (p_c), s 13.5 0.2 0.1 4.0
Intersection Summary
HCM 6th Ctrl Delay 14.4
HCM 6th LOS B

5.1-27
2489
Timings Rich Haven Specific Plan TA (JN:14822)
15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 28
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 172 800 17 75 797 366 36 434 118 366 240 201 Future Volume (vph) 172 800 17 75 797 366 36 434 118 366 240 201 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 29.2 29.2 9.6 34.5 34.5 9.6 47.8 47.8 9.6 45.8 45.8 Total Split (s) 14.0 36.3 36.3 12.2 34.5 34.5 12.2 48.5 48.5 23.0 59.3 59.3 Total Split (%) 11.7% 30.3% 30.3% 10.2% 28.8% 28.8% 10.2% 40.4% 40.4% 19.2% 49.4% 49.4% Yellow Time (s) 3.6 5.2 5.2 3.6 5.5 5.5 3.6 4.8 4.8 3.6 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (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 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.5 6.5 4.6 5.8 5.8 4.6 5.8 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None Max Max None Max Max None None None None None None Act Effct Green (s) 9.4 33.2 33.2 6.8 28.1 28.1 6.6 33.8 33.8 18.5 50.0 50.0 Actuated g/C Ratio 0.08 0.30 0.30 0.06 0.25 0.25 0.06 0.30 0.30 0.17 0.45 0.45 v/c Ratio 1.38 0.54 0.03 0.45 0.48 0.60 0.41 0.87 0.23 1.50 0.33 0.28 Control Delay 250.9 36.3 0.1 60.3 37.4 9.5 66.3 54.5 3.1 279.6 22.1 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 250.9 36.3 0.1 60.3 37.4 9.5 66.3 54.5 3.1 279.6 22.1 3.6

LOS F D A E D A E D A F C A
Approach Delay 73.0 30.5 44.9 134.4
Approach LOS E C D F
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 111.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.50
Intersection Signal Delay: 67.6 Intersection LOS: E
Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 15: Haven Av. & Ontario Ranch Rd.

5.1-28
2490
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 15: Haven Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 29
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 172 800 17 75 797 366 36 434 118 366 240 201 Future Volume (veh/h) 172 800 17 75 797 366 36 434 118 366 240 201 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 185 860 7 81 857 211 39 467 68 394 258 125 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 136 1583 447 125 1801 382 50 529 448 266 769 649 Arrive On Green 0.09 0.30 0.30 0.04 0.25 0.25 0.03 0.30 0.30 0.17 0.43 0.43 Sat Flow, veh/h 1594 5316 1500 3000 7088 1502 1594 1772 1500 1594 1772 1496 Grp Volume(v), veh/h 185 860 7 81 857 211 39 467 68 394 258 125 Grp Sat Flow(s),veh/h/ln 1594 1772 1500 1500 1772 1502 1594 1772 1500 1594 1772 1496 Q Serve(g_s), s 9.4 14.9 0.4 2.9 11.3 13.4 2.7 27.7 3.7 18.4 10.6 5.7 Cycle Q Clear(g_c), s 9.4 14.9 0.4 2.9 11.3 13.4 2.7 27.7 3.7 18.4 10.6 5.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 136 1583 447 125 1801 382 50 529 448 266 769 649 V/C Ratio(X) 1.36 0.54 0.02 0.65 0.48 0.55 0.77 0.88 0.15 1.48 0.34 0.19 Avail Cap(c_a), veh/h 136 1583 447 207 1801 382 110 687 581 266 860 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.4 32.4 27.3 52.0 34.9 35.7 53.0 36.8 28.4 45.9 20.7 19.3 Incr Delay (d2), s/veh 202.4 1.3 0.1 2.1 0.9 5.7 9.0 10.6 0.2 235.4 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.2 6.3 0.1 1.1 4.7 5.2 1.2 12.9 1.3 24.4 4.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 252.8 33.8 27.4 54.1 35.8 41.3 62.0 47.4 28.6 281.3 20.9 19.4 LnGrp LOS F C C D D D E D C F C B
Approach Vol, veh/h 1052 1149 574 777
Approach Delay, s/veh 72.2 38.1 46.2 152.7
Approach LOS E D D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.0 38.7 9.2 39.3 8.1 53.6 14.0 34.5 Change Period (Y+Rc), s 4.6 5.8 4.6 * 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 18.4 42.7 7.6 * 30 7.6 53.5 9.4 28.0 Max Q Clear Time (g_c+I1), s 20.4 29.7 4.9 16.9 4.7 12.6 11.4 15.4 Green Ext Time (p_c), s 0.0 2.3 0.0 4.4 0.0 1.8 0.0 4.7 Intersection Summary
HCM 6th Ctrl Delay 74.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-29
2491
HCM 6th Roundabout Rich Haven Specific Plan TA (JN:14822) 16: Twinkle Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 30
Intersection
Intersection Delay, s/veh 4.2
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 301 102 0 74
Demand Flow Rate, veh/h 307 104 0 76
Vehicles Circulating, veh/h 30 14 337 94
Vehicles Exiting, veh/h 140 323 0 24
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.7 3.3 0.0 3.4
Approach LOS A A - A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 307 104 0 76
Cap Entry Lane, veh/h 1338 1360 979 1254
Entry HV Adj Factor 0.981 0.982 1.000 0.974
Flow Entry, veh/h 301 102 0 74
Cap Entry, veh/h 1313 1336 979 1221
V/C Ratio 0.229 0.076 0.000 0.061
Control Delay, s/veh 4.7 3.3 3.7 3.4

LOS A A A A
95th %tile Queue, veh 1 0 0 0

5.1-30
2492
Timings Rich Haven Specific Plan TA (JN:14822)
17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 31
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 303 189 191 206 207 75 273 83 155
Future Volume (vph) 303 189 191 206 207 75 273 83 155
Turn Type Prot NA Prot NA Split NA Perm Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 2
Detector Phase 7 4 3 8 2 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 9.0 26.0 9.0 23.0 29.8 29.8 29.8 27.0 27.0 Total Split (s) 37.0 33.0 27.0 23.0 33.0 33.0 33.0 27.0 27.0 Total Split (%) 30.8% 27.5% 22.5% 19.2% 27.5% 27.5% 27.5% 22.5% 22.5% Yellow Time (s) 3.0 5.0 3.0 5.0 4.8 4.8 4.8 3.0 3.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 5.8 5.8 5.8 4.0 4.0 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None Min Min Min Min Min
Act Effct Green (s) 29.4 24.5 19.9 15.0 22.7 22.7 22.7 21.9 21.9 Actuated g/C Ratio 0.27 0.22 0.18 0.14 0.21 0.21 0.21 0.20 0.20 v/c Ratio 0.90 0.66 0.84 0.75 0.80 0.26 0.60 0.33 0.87
Control Delay 65.3 22.9 70.1 50.1 61.0 39.9 8.8 43.9 67.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 65.3 22.9 70.1 50.1 61.0 39.9 8.8 43.9 67.8

LOS E C E D E D A D E
Approach Delay 39.1 58.0 32.4 61.5
Approach LOS D E C E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.2
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 44.9 Intersection LOS: D
Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 17: Mill Creek Av. & Riverside Dr.

5.1-31
2493
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 17: Mill Creek Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 32
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 303 189 300 191 206 90 207 75 273 83 155 77 Future Volume (veh/h) 303 189 300 191 206 90 207 75 273 83 155 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 384 239 303 242 261 85 262 95 300 105 196 81 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 409 400 335 268 352 111 354 394 332 323 232 96 Arrive On Green 0.26 0.23 0.23 0.17 0.14 0.14 0.22 0.22 0.22 0.20 0.20 0.20 Sat Flow, veh/h 1594 1772 1482 1594 2562 811 1594 1772 1494 1594 1146 473 Grp Volume(v), veh/h 384 239 303 242 178 168 262 95 300 105 0 277 Grp Sat Flow(s),veh/h/ln 1594 1772 1482 1594 1772 1601 1594 1772 1494 1594 0 1619 Q Serve(g_s), s 25.9 13.2 21.8 16.3 10.6 11.1 16.8 4.8 21.4 6.2 0.0 18.0 Cycle Q Clear(g_c), s 25.9 13.2 21.8 16.3 10.6 11.1 16.8 4.8 21.4 6.2 0.0 18.0 Prop In Lane 1.00 1.00 1.00 0.51 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 409 400 335 268 243 220 354 394 332 323 0 328 V/C Ratio(X) 0.94 0.60 0.91 0.90 0.73 0.76 0.74 0.24 0.90 0.32 0.00 0.84 Avail Cap(c_a), veh/h 480 437 365 334 275 248 396 440 371 334 0 340 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.9 38.0 41.3 44.7 45.3 45.5 39.7 35.0 41.5 37.3 0.0 42.0 Incr Delay (d2), s/veh 23.1 1.9 24.1 20.7 8.5 11.7 6.4 0.3 23.2 0.6 0.0 16.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 5.7 9.8 7.7 5.0 4.9 6.9 2.1 9.6 2.5 0.0 8.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.0 39.9 65.4 65.4 53.8 57.2 46.1 35.3 64.7 37.9 0.0 58.9 LnGrp LOS E D E E D E D D E D A E
Approach Vol, veh/h 926 588 657 382
Approach Delay, s/veh 57.8 59.5 53.0 53.1
Approach LOS E E D D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 30.2 22.4 30.8 26.2 32.1 21.1
Change Period (Y+Rc), s 5.8 4.0 6.0 4.0 4.0 6.0
Max Green Setting (Gmax), s 27.2 23.0 27.0 23.0 33.0 17.0 Max Q Clear Time (g_c+I1), s 23.4 18.3 23.8 20.0 27.9 13.1 Green Ext Time (p_c), s 0.9 0.1 0.9 0.6 0.3 0.6
Intersection Summary
HCM 6th Ctrl Delay 56.3
HCM 6th LOS E

5.1-32
2494
Timings Rich Haven Specific Plan TA (JN:14822)
18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 33
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 123 151 14 49 5 65 17 110
Future Volume (vph) 123 151 14 49 5 65 17 110
Turn Type Perm NA Split NA Perm NA Perm NA
Protected Phases 4 8 8 2 6
Permitted Phases 4 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 73.0 73.0 22.5 22.5 24.5 24.5 24.5 24.5 Total Split (%) 60.8% 60.8% 18.8% 18.8% 20.4% 20.4% 20.4% 20.4% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None Min Min Min Min
Act Effct Green (s) 68.8 68.8 9.8 9.8 20.1 20.1 20.1 20.1 Actuated g/C Ratio 0.63 0.63 0.09 0.09 0.18 0.18 0.18 0.18 v/c Ratio 2.00 0.16 0.18 0.37 0.05 0.41 0.18 0.78
Control Delay 519.2 9.7 48.9 50.5 42.4 45.1 43.4 60.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 519.2 9.7 48.9 50.5 42.4 45.1 43.4 60.2

LOS F A D D D D D E
Approach Delay 225.8 50.0 45.0 58.3
Approach LOS F D D E
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 109.9
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 2.00
Intersection Signal Delay: 117.8 Intersection LOS: F
Intersection Capacity Utilization 29.2% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 18: Mill Creek Av. & Chino Av.

5.1-33
2495
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 18: Mill Creek Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 34
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 151 17 14 49 4 5 65 4 17 110 40 Future Volume (veh/h) 123 151 17 14 49 4 5 65 4 17 110 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 134 164 9 28 53 4 5 130 4 34 220 23 Peak Hour Factor 0.92 0.92 0.92 0.50 0.92 0.50 0.92 0.50 0.50 0.50 0.50 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 329 325 18 155 150 11 395 418 13 481 386 40
Arrive On Green 0.18 0.18 0.18 0.09 0.09 0.09 0.23 0.23 0.23 0.23 0.23 0.23 Sat Flow, veh/h 1781 1757 96 1781 1717 130 1137 1805 56 1256 1665 174 Grp Volume(v), veh/h 134 0 173 28 0 57 5 0 134 34 0 243 Grp Sat Flow(s),veh/h/ln 1781 0 1853 1781 0 1847 1137 0 1860 1256 0 1839 Q Serve(g_s), s 1.8 0.0 2.3 0.4 0.0 0.8 0.1 0.0 1.6 0.6 0.0 3.2 Cycle Q Clear(g_c), s 1.8 0.0 2.3 0.4 0.0 0.8 3.3 0.0 1.6 2.2 0.0 3.2 Prop In Lane 1.00 0.05 1.00 0.07 1.00 0.03 1.00 0.09
Lane Grp Cap(c), veh/h 329 0 342 155 0 161 395 0 431 481 0 426 V/C Ratio(X) 0.41 0.00 0.51 0.18 0.00 0.35 0.01 0.00 0.31 0.07 0.00 0.57 Avail Cap(c_a), veh/h 4486 0 4667 1179 0 1222 968 0 1368 1113 0 1352 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.8 0.0 10.0 11.5 0.0 11.7 10.7 0.0 8.6 9.6 0.0 9.2 Incr Delay (d2), s/veh 0.8 0.0 1.2 0.6 0.0 1.3 0.0 0.0 0.4 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.6 0.1 0.0 0.3 0.0 0.0 0.4 0.1 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.6 0.0 11.1 12.1 0.0 13.0 10.7 0.0 9.1 9.6 0.0 10.4 LnGrp LOS B A B B A B B A A A A B
Approach Vol, veh/h 307 85 139 277
Approach Delay, s/veh 10.9 12.7 9.1 10.4
Approach LOS B B A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 10.8 9.5 10.8 6.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.0 68.5 20.0 18.0
Max Q Clear Time (g_c+I1), s 5.3 4.3 5.2 2.8
Green Ext Time (p_c), s 0.5 1.3 1.1 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B

5.1-34
2496
Timings Rich Haven Specific Plan TA (JN:14822)
19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 35
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 75 343 94 197 215 41 88 13
Future Volume (vph) 75 343 94 197 215 41 88 13
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 23.5 9.6 23.5 9.6 27.8 9.6 27.8
Total Split (s) 21.6 35.5 21.6 35.5 21.6 41.3 21.6 41.3 Total Split (%) 18.0% 29.6% 18.0% 29.6% 18.0% 34.4% 18.0% 34.4% Yellow Time (s) 3.6 5.5 3.6 5.5 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.5 4.6 6.5 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 7.9 12.6 8.7 13.2 15.9 22.4 8.5 12.2 Actuated g/C Ratio 0.11 0.18 0.13 0.19 0.23 0.33 0.12 0.18 v/c Ratio 0.40 0.54 0.46 0.45 0.57 0.26 0.44 0.19
Control Delay 37.9 25.5 38.0 13.4 33.4 10.4 37.9 13.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 37.9 25.5 38.0 13.4 33.4 10.4 37.9 13.0

LOS D C D B C B D B
Approach Delay 27.2 17.6 24.0 28.1
Approach LOS C B C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 68.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 23.2 Intersection LOS: C
Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 19: Mill Creek Av. & Cantu Galleano Ranch Rd.

5.1-35
2497
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 19: Mill Creek Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 36
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 343 130 94 197 268 215 41 106 88 13 45 Future Volume (veh/h) 75 343 130 94 197 268 215 41 106 88 13 45 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 373 98 102 214 150 234 45 61 96 14 33 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 116 747 189 132 656 306 289 198 269 125 91 215 Arrive On Green 0.07 0.18 0.18 0.07 0.19 0.19 0.16 0.28 0.28 0.07 0.18 0.18 Sat Flow, veh/h 1781 4063 1027 1781 3404 1585 1781 719 975 1781 495 1166 Grp Volume(v), veh/h 82 310 161 102 214 150 234 0 106 96 0 47 Grp Sat Flow(s),veh/h/ln 1781 1702 1686 1781 1702 1585 1781 0 1695 1781 0 1661 Q Serve(g_s), s 2.5 4.4 4.7 3.1 2.9 4.6 6.9 0.0 2.6 2.9 0.0 1.3 Cycle Q Clear(g_c), s 2.5 4.4 4.7 3.1 2.9 4.6 6.9 0.0 2.6 2.9 0.0 1.3 Prop In Lane 1.00 0.61 1.00 1.00 1.00 0.58 1.00 0.70
Lane Grp Cap(c), veh/h 116 626 310 132 656 306 289 0 468 125 0 306 V/C Ratio(X) 0.70 0.50 0.52 0.77 0.33 0.49 0.81 0.00 0.23 0.77 0.00 0.15 Avail Cap(c_a), veh/h 557 1816 899 557 1816 846 557 0 1107 557 0 1085 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.9 19.9 20.0 24.7 18.9 19.6 22.0 0.0 15.2 24.8 0.0 18.6 Incr Delay (d2), s/veh 2.9 0.6 1.3 3.6 0.3 1.2 2.1 0.0 0.2 3.6 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 1.5 1.6 1.2 1.0 1.5 2.6 0.0 0.9 1.2 0.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.8 20.5 21.3 28.3 19.2 20.8 24.0 0.0 15.4 28.5 0.0 18.9 LnGrp LOS C C C C B C C A B C A B
Approach Vol, veh/h 553 466 340 143
Approach Delay, s/veh 21.8 21.7 21.4 25.3
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.4 20.8 8.6 16.5 13.4 15.8 8.2 17.0 Change Period (Y+Rc), s 4.6 5.8 4.6 6.5 4.6 5.8 4.6 6.5 Max Green Setting (Gmax), s 17.0 35.5 17.0 29.0 17.0 35.5 17.0 29.0 Max Q Clear Time (g_c+I1), s 4.9 4.6 5.1 6.7 8.9 3.3 4.5 6.6 Green Ext Time (p_c), s 0.1 0.5 0.1 2.5 0.2 0.2 0.1 1.9 Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C

5.1-36
2498
Timings Rich Haven Specific Plan TA (JN:14822)
20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 37
Lane Group WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 526 403 1258 463 262
Future Volume (vph) 4 526 403 1258 463 262
Turn Type NA Perm Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 10.0 10.0 10.0
Minimum Split (s) 22.5 22.5 11.2 22.5 22.5 22.5
Total Split (s) 37.0 37.0 28.0 53.0 25.0 25.0
Total Split (%) 41.1% 41.1% 31.1% 58.9% 27.8% 27.8%
Yellow Time (s) 5.2 5.2 3.6 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 4.6 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None Min Min Min
Act Effct Green (s) 27.9 27.9 21.7 42.4 16.0 16.0
Actuated g/C Ratio 0.34 0.34 0.26 0.51 0.19 0.19
v/c Ratio 0.41 0.90 0.89 0.67 0.66 0.51
Control Delay 24.4 43.0 53.7 17.5 36.6 8.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.4 43.0 53.7 17.5 36.6 8.0

LOS C D D B D A
Approach Delay 37.1 26.3 26.2
Approach LOS D C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 82.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 28.9 Intersection LOS: C
Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 20: Milliken Av. & SR-60 WB Ramps

5.1-37
2499
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 20: Milliken Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 38
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 237 4 526 403 1258 0 0 463 262 Future Volume (veh/h) 0 0 0 237 4 526 403 1258 0 0 463 262 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 242 4 367 411 1284 0 0 472 228
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 495 8 447 461 1976 0 0 745 316
Arrive On Green 0.28 0.28 0.28 0.26 0.53 0.00 0.00 0.20 0.20 Sat Flow, veh/h 1754 29 1585 1781 3741 0 0 3741 1585
Grp Volume(v), veh/h 246 0 367 411 1284 0 0 472 228
Grp Sat Flow(s),veh/h/ln 1783 0 1585 1781 1870 0 0 1870 1585 Q Serve(g_s), s 7.5 0.0 14.1 14.5 16.1 0.0 0.0 7.6 8.8
Cycle Q Clear(g_c), s 7.5 0.0 14.1 14.5 16.1 0.0 0.0 7.6 8.8 Prop In Lane 0.98 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 503 0 447 461 1976 0 0 745 316
V/C Ratio(X) 0.49 0.00 0.82 0.89 0.65 0.00 0.00 0.63 0.72 Avail Cap(c_a), veh/h 840 0 747 638 2679 0 0 1076 456
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 19.5 0.0 21.9 23.4 11.1 0.0 0.0 24.0 24.5 Incr Delay (d2), s/veh 0.7 0.0 3.8 9.4 0.4 0.0 0.0 0.9 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 0.0 5.0 6.4 4.8 0.0 0.0 3.0 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 0.0 25.7 32.7 11.4 0.0 0.0 24.9 27.6 LnGrp LOS C A C C B A A C C
Approach Vol, veh/h 613 1695 700
Approach Delay, s/veh 23.5 16.6 25.8
Approach LOS C B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.7 21.5 19.2 24.6
Change Period (Y+Rc), s 6.2 4.6 6.2 6.2
Max Green Setting (Gmax), s 46.8 23.4 18.8 30.8
Max Q Clear Time (g_c+I1), s 18.1 16.5 10.8 16.1
Green Ext Time (p_c), s 10.0 0.4 2.2 2.3
Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C

5.1-38
2500
Timings Rich Haven Specific Plan TA (JN:14822)
21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 39
Lane Group EBL EBT NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 436 3 1281 85 594
Future Volume (vph) 436 3 1281 85 594
Turn Type Perm NA NA Prot NA
Protected Phases 4 2 1 6
Permitted Phases 4
Detector Phase 4 4 2 1 6
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 5.0 10.0
Minimum Split (s) 22.5 22.5 22.5 9.6 22.5
Total Split (s) 29.0 29.0 50.0 11.0 61.0
Total Split (%) 32.2% 32.2% 55.6% 12.2% 67.8%
Yellow Time (s) 5.2 5.2 5.2 3.6 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.2 6.2 6.2 4.6 6.2
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None Min
Act Effct Green (s) 21.7 21.7 41.2 6.3 49.4
Actuated g/C Ratio 0.26 0.26 0.49 0.08 0.59
v/c Ratio 0.88 0.66 0.89 0.66 0.28
Control Delay 54.2 15.0 27.6 66.1 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 54.2 15.0 27.6 66.1 8.7

LOS D B C E A
Approach Delay 34.2 27.6 15.9
Approach LOS C C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 83.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 26.7 Intersection LOS: C
Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 21: Milliken Av. & SR-60 EB Ramps

5.1-39
2501
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 21: Milliken Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 40
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 436 3 361 0 0 0 0 1281 282 85 594 0 Future Volume (veh/h) 436 3 361 0 0 0 0 1281 282 85 594 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 319 185 186 0 1321 157 88 612 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 443 213 214 0 1560 184 113 2230 0
Arrive On Green 0.25 0.25 0.25 0.00 0.48 0.48 0.06 0.60 0.00 Sat Flow, veh/h 1781 855 860 0 3283 388 1781 3741 0
Grp Volume(v), veh/h 319 0 371 0 749 729 88 612 0
Grp Sat Flow(s),veh/h/ln 1781 0 1716 0 1870 1801 1781 1870 0 Q Serve(g_s), s 13.1 0.0 16.6 0.0 28.0 28.5 3.9 6.3 0.0 Cycle Q Clear(g_c), s 13.1 0.0 16.6 0.0 28.0 28.5 3.9 6.3 0.0 Prop In Lane 1.00 0.50 0.00 0.22 1.00 0.00
Lane Grp Cap(c), veh/h 443 0 427 0 889 856 113 2230 0
V/C Ratio(X) 0.72 0.00 0.87 0.00 0.84 0.85 0.78 0.27 0.00 Avail Cap(c_a), veh/h 508 0 490 0 1025 987 143 2566 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 27.5 0.0 28.8 0.0 18.4 18.5 36.9 7.8 0.0 Incr Delay (d2), s/veh 4.2 0.0 14.1 0.0 5.8 6.5 14.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.6 0.0 7.9 0.0 11.3 11.2 2.0 1.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.7 0.0 42.8 0.0 24.2 25.0 51.4 7.9 0.0 LnGrp LOS C A D A C C D A A
Approach Vol, veh/h 690 1478 700
Approach Delay, s/veh 37.7 24.6 13.3
Approach LOS D C B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 9.7 44.2 26.1 53.8
Change Period (Y+Rc), s 4.6 6.2 6.2 6.2
Max Green Setting (Gmax), s 6.4 43.8 22.8 54.8
Max Q Clear Time (g_c+I1), s 5.9 30.5 18.6 8.3
Green Ext Time (p_c), s 0.0 7.5 1.3 4.0
Intersection Summary
HCM 6th Ctrl Delay 25.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

5.1-40
2502
Timings Rich Haven Specific Plan TA (JN:14822)
22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 41
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 261 148 28 113 243 144 1016 58 244 532 Future Volume (vph) 261 148 28 113 243 144 1016 58 244 532 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2
Detector Phase 7 4 3 8 8 5 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 Minimum Split (s) 9.6 16.2 9.6 16.2 16.2 9.6 35.2 35.2 9.6 16.2 Total Split (s) 27.2 33.8 9.7 16.3 16.3 26.6 50.5 50.5 26.0 49.9 Total Split (%) 22.7% 28.2% 8.1% 13.6% 13.6% 22.2% 42.1% 42.1% 21.7% 41.6% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Act Effct Green (s) 22.6 31.5 5.1 10.1 10.1 16.5 43.6 43.6 21.4 48.5 Actuated g/C Ratio 0.19 0.26 0.04 0.08 0.08 0.14 0.37 0.37 0.18 0.41 v/c Ratio 1.00 0.73 0.48 0.87 0.73 0.76 0.95 0.10 0.99 0.62 Control Delay 101.1 47.3 79.3 100.7 18.2 70.8 54.1 0.3 99.6 29.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 101.1 47.3 79.3 100.7 18.2 70.8 54.1 0.3 99.6 29.6

LOS F D E F B E D A F C
Approach Delay 72.7 46.9 53.5 47.3
Approach LOS E D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 119.3
Natural Cycle: 110
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.00
Intersection Signal Delay: 54.2 Intersection LOS: D
Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 22: Hamner Av./Milliken Av. & Riverside Dr.

5.1-41
2503
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 22: Hamner Av./Milliken Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 42
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 261 148 144 28 113 243 144 1016 58 244 532 185 Future Volume (veh/h) 261 148 144 28 113 243 144 1016 58 244 532 185 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 300 170 86 32 130 141 166 1168 38 280 611 110 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 302 274 138 44 150 127 191 1231 549 286 1213 218 Arrive On Green 0.19 0.25 0.25 0.03 0.08 0.08 0.12 0.37 0.37 0.18 0.43 0.43 Sat Flow, veh/h 1594 1110 561 1594 1772 1502 1594 3367 1502 1594 2851 512 Grp Volume(v), veh/h 300 0 256 32 130 141 166 1168 38 280 360 361 Grp Sat Flow(s),veh/h/ln 1594 0 1671 1594 1772 1502 1594 1683 1502 1594 1683 1680 Q Serve(g_s), s 22.4 0.0 16.3 2.4 8.6 10.1 12.2 40.2 2.0 20.9 18.7 18.8 Cycle Q Clear(g_c), s 22.4 0.0 16.3 2.4 8.6 10.1 12.2 40.2 2.0 20.9 18.7 18.8 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 302 0 412 44 150 127 191 1231 549 286 716 714 V/C Ratio(X) 0.99 0.00 0.62 0.73 0.87 1.11 0.87 0.95 0.07 0.98 0.50 0.50 Avail Cap(c_a), veh/h 302 0 412 68 150 127 294 1250 557 286 716 714 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.3 0.0 40.0 57.6 53.9 54.6 51.6 36.8 24.6 48.7 25.1 25.1 Incr Delay (d2), s/veh 50.0 0.0 2.9 8.5 37.9 112.2 10.7 14.8 0.1 47.3 0.6 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.7 0.0 6.7 1.0 5.3 7.6 5.3 17.9 0.7 11.7 7.1 7.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 98.3 0.0 42.8 66.1 91.8 166.8 62.3 51.6 24.7 96.0 25.6 25.7 LnGrp LOS F A D E F F E D C F C C
Approach Vol, veh/h 556 303 1372 1001
Approach Delay, s/veh 72.7 124.0 52.2 45.3
Approach LOS E F D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.0 49.8 7.9 35.6 18.9 56.9 27.2 16.3 Change Period (Y+Rc), s 4.6 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 21.4 44.3 5.1 27.6 22.0 43.7 22.6 10.1 Max Q Clear Time (g_c+I1), s 22.9 42.2 4.4 18.3 14.2 20.8 24.4 12.1 Green Ext Time (p_c), s 0.0 1.4 0.0 0.8 0.1 4.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 60.3
HCM 6th LOS E

5.1-42
2504
HCM 6th TWSC Rich Haven Specific Plan TA (JN:14822)
23: Hamner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 43
Intersection
Int Delay, s/veh 3.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 105 78 28 1131 615 48
Future Vol, veh/h 105 78 28 1131 615 48
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 2 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 119 89 32 1285 699 55
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1434 727 754 0 - 0
Stage 1 727 - - - - -
Stage 2 707 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver 136 423 854 - - -
Stage 1 477 - - - - -
Stage 2 451 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 118 423 854 - - -
Mov Cap-2 Maneuver 310 - - - - -
Stage 1 415 - - - - -
Stage 2 451 - - - - -
Approach EB NB SB
HCM Control Delay, s 29.3 0.8 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 854 - 350 - -
HCM Lane V/C Ratio 0.037 - 0.594 - -
HCM Control Delay (s) 9.4 0.6 29.3 - -
HCM Lane LOS A A D - -
HCM 95th %tile Q(veh) 0.1 - 3.6 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

5.1-43
2505
Timings Rich Haven Specific Plan TA (JN:14822)
24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 44
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 235 992 268 1113 281 233 599 363 212 223 199 Future Volume (vph) 235 992 268 1113 281 233 599 363 212 223 199 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8 2 6
Detector Phase 7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 48.5 9.6 48.5 48.5 9.6 46.2 46.2 9.6 46.2 46.2 Total Split (s) 12.0 48.5 13.0 49.5 49.5 12.0 47.5 47.5 11.0 46.5 46.5 Total Split (%) 10.0% 40.4% 10.8% 41.3% 41.3% 10.0% 39.6% 39.6% 9.2% 38.8% 38.8% Yellow Time (s) 3.6 5.5 3.6 5.5 5.5 3.6 5.2 5.2 3.6 5.2 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 4.6 6.5 6.5 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 7.6 37.8 8.6 38.8 38.8 7.6 24.1 24.1 6.5 23.1 23.1 Actuated g/C Ratio 0.08 0.38 0.09 0.39 0.39 0.08 0.24 0.24 0.07 0.23 0.23 v/c Ratio 0.94 0.48 0.94 0.84 0.39 0.93 0.51 0.75 0.98 0.28 0.43 Control Delay 91.3 24.2 88.0 35.1 9.5 89.8 33.6 29.4 105.2 31.9 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 91.3 24.2 88.0 35.1 9.5 89.8 33.6 29.4 105.2 31.9 12.0

LOS F C F D A F C C F C B
Approach Delay 35.9 39.3 43.3 50.2
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 99.4
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 40.7 Intersection LOS: D
Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 24: Hamner Av. & Cantu Galleano Ranch Rd.

5.1-44
2506
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 24: Hamner Av. & Cantu Galleano Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 45
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 992 130 268 1113 281 233 599 363 212 223 199 Future Volume (veh/h) 235 992 130 268 1113 281 233 599 363 212 223 199 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 245 1033 83 279 1159 158 243 624 217 221 232 113 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 289 2339 187 328 1398 624 289 1036 322 250 681 304 Arrive On Green 0.08 0.38 0.38 0.09 0.39 0.39 0.08 0.20 0.20 0.07 0.19 0.19 Sat Flow, veh/h 3456 6120 488 3456 3554 1585 3456 5106 1585 3456 3554 1585 Grp Volume(v), veh/h 245 813 303 279 1159 158 243 624 217 221 232 113 Grp Sat Flow(s),veh/h/ln 1728 1609 1782 1728 1777 1585 1728 1702 1585 1728 1777 1585 Q Serve(g_s), s 6.2 11.1 11.2 7.0 26.0 5.9 6.1 9.8 11.2 5.6 5.0 5.5 Cycle Q Clear(g_c), s 6.2 11.1 11.2 7.0 26.0 5.9 6.1 9.8 11.2 5.6 5.0 5.5 Prop In Lane 1.00 0.27 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 289 1844 681 328 1398 624 289 1036 322 250 681 304 V/C Ratio(X) 0.85 0.44 0.44 0.85 0.83 0.25 0.84 0.60 0.67 0.88 0.34 0.37 Avail Cap(c_a), veh/h 289 2291 846 328 1728 771 289 2384 740 250 1619 722 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 20.3 20.3 39.4 24.1 18.1 39.9 32.0 32.6 40.7 30.9 31.1 Incr Delay (d2), s/veh 19.4 0.2 0.5 17.8 2.9 0.2 18.4 0.6 2.5 28.0 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 3.7 4.2 3.6 9.9 1.9 3.2 3.8 4.1 3.2 2.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 20.5 20.8 57.2 27.0 18.3 58.4 32.6 35.0 68.7 31.2 31.9 LnGrp LOS E C C E C B E C D E C C
Approach Vol, veh/h 1361 1596 1084 566
Approach Delay, s/veh 27.5 31.5 38.9 46.0
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.0 24.1 13.0 40.3 12.0 23.1 12.0 41.3 Change Period (Y+Rc), s 4.6 6.2 4.6 6.5 4.6 6.2 4.6 6.5 Max Green Setting (Gmax), s 6.4 41.3 8.4 42.0 7.4 40.3 7.4 43.0 Max Q Clear Time (g_c+I1), s 7.6 13.2 9.0 13.2 8.1 7.5 8.2 28.0 Green Ext Time (p_c), s 0.0 4.8 0.0 7.3 0.0 1.7 0.0 6.8 Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C

5.1-45
2507
Timings Rich Haven Specific Plan TA (JN:14822)
25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 46
Lane Group EBT EBR WBT WBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 1065 540 989 168 258 0 1165
Future Volume (vph) 1065 540 989 168 258 0 1165
Turn Type NA Perm NA Free Perm NA Perm
Protected Phases 2 6 4
Permitted Phases 2 Free 4 4
Detector Phase 2 2 6 4 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 38.0 46.0 36.0 36.0 36.0
Total Split (%) 31.7% 31.7% 38.3% 30.0% 30.0% 30.0%
Yellow Time (s) 5.8 5.8 5.8 4.5 4.5 4.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 6.8 6.8 6.8 5.5 5.5 5.5
Lead/Lag
Lead-Lag Optimize?
Recall Mode C-Min C-Min Min Min Min Min
Act Effct Green (s) 35.0 35.0 38.8 120.0 27.1 27.1 27.1 Actuated g/C Ratio 0.29 0.29 0.32 1.00 0.23 0.23 0.23
v/c Ratio 0.78 0.67 0.94 0.07 0.66 0.92 0.90
Control Delay 44.3 7.2 45.2 0.0 50.7 30.1 27.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.3 7.2 45.2 0.0 50.7 30.1 27.4

LOS D A D A D C C
Approach Delay 31.8 38.7 32.3
Approach LOS C D C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.94
Intersection Signal Delay: 33.9 Intersection LOS: C
Intersection Capacity Utilization 85.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 25: I-15 SB Ramps & Cantu Galleano Ranch Rd.

5.1-46
2508
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 25: I-15 SB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 47
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1065 540 0 989 168 0 0 0 258 0 1165 Future Volume (veh/h) 0 1065 540 0 989 168 0 0 0 258 0 1165 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 1158 0 0 1075 0 187 0 736
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 0 2 2 2 2 2
Cap, veh/h 0 3314 0 2306 443 0 788
Arrive On Green 0.00 0.65 0.00 0.00 0.21 0.00 0.25 0.00 0.25 Sat Flow, veh/h 0 5274 1585 0 3647 2790 1781 0 3170
Grp Volume(v), veh/h 0 1158 0 0 1075 0 187 0 736
Grp Sat Flow(s),veh/h/ln 0 1702 1585 0 1777 1395 1781 0 1585 Q Serve(g_s), s 0.0 12.4 0.0 0.0 31.7 0.0 10.6 0.0 27.3 Cycle Q Clear(g_c), s 0.0 12.4 0.0 0.0 31.7 0.0 10.6 0.0 27.3 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 3314 0 2306 443 0 788
V/C Ratio(X) 0.00 0.35 0.00 0.47 0.42 0.00 0.93
Avail Cap(c_a), veh/h 0 3314 0 2306 453 0 806
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.77 0.00 0.00 0.77 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 9.6 0.0 0.0 29.0 0.0 37.9 0.0 44.1 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.1 0.0 0.6 0.0 17.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.9 0.0 0.0 14.9 0.0 4.6 0.0 12.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.8 0.0 0.0 29.1 0.0 38.5 0.0 61.7 LnGrp LOS A A A C D A E
Approach Vol, veh/h 1158 A 1075 A 923
Approach Delay, s/veh 9.8 29.1 57.0
Approach LOS A C E
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 84.7 35.3 84.7
Change Period (Y+Rc), s 6.8 5.5 6.8
Max Green Setting (Gmax), s 31.2 30.5 39.2
Max Q Clear Time (g_c+I1), s 14.4 29.3 33.7
Green Ext Time (p_c), s 6.6 0.5 3.0
Intersection Summary
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay.

5.1-47
2509
Timings Rich Haven Specific Plan TA (JN:14822)
26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 48
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 456 886 194 445 712 377
Future Volume (vph) 456 886 194 445 712 377
Turn Type NA Perm Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 2 8
Detector Phase 2 2 1 6 8 8
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 61.3 61.3 11.5 22.5 22.5 22.5
Total Split (s) 64.8 64.8 16.2 81.0 39.0 39.0
Total Split (%) 54.0% 54.0% 13.5% 67.5% 32.5% 32.5%
Yellow Time (s) 5.8 5.8 4.0 5.8 4.5 4.5
All-Red Time (s) 1.5 1.5 2.0 1.5 1.5 1.5
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 7.3 7.3 6.0 7.3 6.0 6.0
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode C-Min C-Min None C-Min Min Min
Act Effct Green (s) 55.8 55.8 11.6 73.4 33.3 33.3
Actuated g/C Ratio 0.46 0.46 0.10 0.61 0.28 0.28
v/c Ratio 0.21 0.81 0.64 0.16 0.86 0.55
Control Delay 31.4 32.0 61.4 10.4 50.8 6.8
Queue Delay 0.0 7.9 0.0 0.0 0.0 0.0
Total Delay 31.4 39.8 61.4 10.4 50.8 6.8

LOS C D E B D A
Approach Delay 37.0 25.9 37.2
Approach LOS D C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow, Master Intersection Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 34.8 Intersection LOS: C
Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 26: I-15 NB Ramps & Cantu Galleano Ranch Rd.

5.1-48
2510
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 26: I-15 NB Ramps & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 49
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 456 886 194 445 712 377
Future Volume (veh/h) 456 886 194 445 712 377
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 496 517 211 484 774 225
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2647 822 267 3296 868 386
Arrive On Green 0.17 0.17 0.08 0.65 0.24 0.24
Sat Flow, veh/h 5274 1585 3456 5274 3563 1585
Grp Volume(v), veh/h 496 517 211 484 774 225
Grp Sat Flow(s),veh/h/ln 1702 1585 1728 1702 1781 1585
Q Serve(g_s), s 10.0 36.4 7.2 4.5 25.2 15.0
Cycle Q Clear(g_c), s 10.0 36.4 7.2 4.5 25.2 15.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2647 822 267 3296 868 386
V/C Ratio(X) 0.19 0.63 0.79 0.15 0.89 0.58
Avail Cap(c_a), veh/h 2647 822 294 3296 980 436
HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.56 0.56 0.90 0.90 1.00 1.00
Uniform Delay (d), s/veh 28.1 39.0 54.4 8.3 43.9 40.0
Incr Delay (d2), s/veh 0.1 2.1 11.5 0.1 9.6 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.1 15.7 3.4 1.4 11.9 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.2 41.1 65.9 8.4 53.4 41.6
LnGrp LOS C D E A D D
Approach Vol, veh/h 1013 695 999
Approach Delay, s/veh 34.8 25.9 50.8
Approach LOS C C D
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 15.3 69.5 84.8 35.2
Change Period (Y+Rc), s 6.0 7.3 7.3 6.0
Max Green Setting (Gmax), s 10.2 57.5 73.7 33.0
Max Q Clear Time (g_c+I1), s 9.2 38.4 6.5 27.2
Green Ext Time (p_c), s 0.1 4.6 3.1 2.0
Intersection Summary
HCM 6th Ctrl Delay 38.4
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

5.1-49
2511
Timings Rich Haven Specific Plan TA (JN:14822)
27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 50
Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 379 282 269 27 220 247 285 17 20 56 123 Future Volume (vph) 379 282 269 27 220 247 285 17 20 56 123 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 7 4 4 3 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 40.5 40.5 9.6 40.5 9.6 48.5 48.5 9.6 48.5 48.5 Total Split (s) 17.0 47.9 47.9 9.6 40.5 13.0 52.2 52.2 10.3 49.5 49.5 Total Split (%) 14.2% 39.9% 39.9% 8.0% 33.8% 10.8% 43.5% 43.5% 8.6% 41.3% 41.3% Yellow Time (s) 3.6 5.5 5.5 3.6 5.5 3.6 5.5 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.5 6.5 4.6 6.5 4.6 6.5 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None Min Min Act Effct Green (s) 13.5 26.9 26.9 5.4 11.8 9.1 24.5 24.5 5.7 11.6 11.6 Actuated g/C Ratio 0.19 0.38 0.38 0.08 0.17 0.13 0.35 0.35 0.08 0.17 0.17 v/c Ratio 0.63 0.12 0.37 0.11 0.33 0.60 0.25 0.03 0.15 0.20 0.34 Control Delay 34.8 16.7 4.6 39.3 23.7 39.2 17.9 0.1 41.3 26.1 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.8 16.7 4.6 39.3 23.7 39.2 17.9 0.1 41.3 26.1 5.7

LOS C B A D C D B A D C A
Approach Delay 20.5 25.2 26.9 15.0
Approach LOS C C C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 70.2
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 22.4 Intersection LOS: C
Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 27: Wineville Av. & Cantu Galleano Ranch Rd.

5.1-50
2512
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 27: Wineville Av. & Cantu Galleano Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 51
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 379 282 269 27 220 42 247 285 17 20 56 123 Future Volume (veh/h) 379 282 269 27 220 42 247 285 17 20 56 123 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 412 307 182 29 239 26 268 310 8 22 61 107 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 566 1617 398 116 568 60 403 748 334 47 225 191 Arrive On Green 0.16 0.25 0.25 0.03 0.12 0.12 0.12 0.21 0.21 0.03 0.12 0.12 Sat Flow, veh/h 3456 6434 1585 3456 4687 498 3456 3554 1585 1781 1870 1585 Grp Volume(v), veh/h 412 307 182 29 172 93 268 310 8 22 61 107 Grp Sat Flow(s),veh/h/ln 1728 1609 1585 1728 1702 1781 1728 1777 1585 1781 1870 1585 Q Serve(g_s), s 5.3 1.7 4.5 0.4 2.2 2.2 3.4 3.5 0.2 0.6 1.4 3.0 Cycle Q Clear(g_c), s 5.3 1.7 4.5 0.4 2.2 2.2 3.4 3.5 0.2 0.6 1.4 3.0 Prop In Lane 1.00 1.00 1.00 0.28 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 566 1617 398 116 412 216 403 748 334 47 225 191 V/C Ratio(X) 0.73 0.19 0.46 0.25 0.42 0.43 0.66 0.41 0.02 0.46 0.27 0.56 Avail Cap(c_a), veh/h 923 5735 1413 372 2492 1304 625 3497 1560 219 1732 1468 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 13.7 14.7 21.9 18.9 18.9 19.6 15.9 14.6 22.3 18.6 19.3 Incr Delay (d2), s/veh 0.7 0.1 0.8 0.4 0.7 1.4 0.7 0.4 0.0 2.6 0.6 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.5 1.2 0.1 0.7 0.8 1.2 1.2 0.1 0.2 0.5 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 13.7 15.5 22.3 19.6 20.3 20.3 16.2 14.6 24.9 19.2 21.8 LnGrp LOS B B B C B C C B B C B C
Approach Vol, veh/h 901 294 586 190
Approach Delay, s/veh 16.5 20.1 18.1 21.4
Approach LOS B C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.8 16.3 6.2 18.2 10.0 12.1 12.2 12.1 Change Period (Y+Rc), s 4.6 6.5 4.6 6.5 4.6 6.5 4.6 6.5 Max Green Setting (Gmax), s 5.7 45.7 5.0 41.4 8.4 43.0 12.4 34.0 Max Q Clear Time (g_c+I1), s 2.6 5.5 2.4 6.5 5.4 5.0 7.3 4.2 Green Ext Time (p_c), s 0.0 2.0 0.0 2.4 0.1 0.6 0.4 1.4 Intersection Summary
HCM 6th Ctrl Delay 18.0
HCM 6th LOS B

5.1-51
2513
Timings Rich Haven Specific Plan TA (JN:14822)
1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 380 1 176 493 506 1241 321
Future Volume (vph) 380 1 176 493 506 1241 321
Turn Type Split NA Perm Prot NA NA Perm
Protected Phases 4 4 5 2 6
Permitted Phases 4 6
Detector Phase 4 4 4 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 8.0 8.0 8.0
Minimum Split (s) 10.8 10.8 10.8 10.0 43.8 38.8 38.8
Total Split (s) 24.0 24.0 24.0 24.0 66.0 42.0 42.0
Total Split (%) 26.7% 26.7% 26.7% 26.7% 73.3% 46.7% 46.7% Yellow Time (s) 4.8 4.8 4.8 4.0 4.8 4.8 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.0 5.8 5.8 5.8
Lead/Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None None C-Min C-Min C-Min
Act Effct Green (s) 15.7 15.7 15.7 16.8 62.7 40.9 40.9
Actuated g/C Ratio 0.17 0.17 0.17 0.19 0.70 0.45 0.45
v/c Ratio 0.70 0.71 0.41 0.79 0.15 0.43 0.37
Control Delay 47.9 47.9 8.5 39.6 1.4 18.2 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 47.9 47.9 8.5 39.6 1.4 18.2 3.5

LOS D D A D A B A
Approach Delay 36.7 20.2 15.1
Approach LOS D C B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 20.6 Intersection LOS: C
Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Archibald Av. & SR-60 WB Ramps

5.1-52
2514
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 1: Archibald Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 380 1 176 493 506 0 0 1241 321 Future Volume (veh/h) 0 0 0 380 1 176 493 506 0 0 1241 321 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 411 0 48 503 516 0 0 1266 228
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 512 0 228 1270 3714 0 0 1900 456
Arrive On Green 0.14 0.00 0.14 0.12 0.24 0.00 0.00 0.30 0.30 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 6696 1543
Grp Volume(v), veh/h 411 0 48 503 516 0 0 1266 228
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1609 1543 Q Serve(g_s), s 10.0 0.0 2.4 12.1 7.2 0.0 0.0 15.5 11.0 Cycle Q Clear(g_c), s 10.0 0.0 2.4 12.1 7.2 0.0 0.0 15.5 11.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 512 0 228 1270 3714 0 0 1900 456 V/C Ratio(X) 0.80 0.00 0.21 0.40 0.14 0.00 0.00 0.67 0.50 Avail Cap(c_a), veh/h 720 0 321 1270 3714 0 0 2588 621
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.97 0.97 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 37.3 0.0 34.0 30.3 12.0 0.0 0.0 27.8 26.2 Incr Delay (d2), s/veh 4.4 0.0 0.5 0.1 0.1 0.0 0.0 1.9 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 0.0 2.3 5.4 2.2 0.0 0.0 5.8 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 0.0 34.5 30.4 12.1 0.0 0.0 29.7 30.1 LnGrp LOS D A C C B A A C C
Approach Vol, veh/h 459 1019 1494
Approach Delay, s/veh 41.0 21.1 29.7
Approach LOS D C C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 71.3 18.7 38.9 32.4
Change Period (Y+Rc), s 5.8 5.8 5.8 * 5.8
Max Green Setting (Gmax), s 60.2 18.2 19.0 * 36
Max Q Clear Time (g_c+I1), s 9.2 12.0 14.1 17.5
Green Ext Time (p_c), s 3.5 0.9 0.5 9.0
Intersection Summary
HCM 6th Ctrl Delay 28.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-53
2515
Timings Rich Haven Specific Plan TA (JN:14822)
2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 112 1 426 889 505 477 1144
Future Volume (vph) 112 1 426 889 505 477 1144
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 8 8 2 1 6
Permitted Phases 8 2
Detector Phase 8 8 8 2 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 8.0 8.0 5.0 8.0
Minimum Split (s) 10.8 10.8 10.8 32.8 32.8 9.0 33.8
Total Split (s) 24.0 24.0 24.0 42.0 42.0 24.0 66.0
Total Split (%) 26.7% 26.7% 26.7% 46.7% 46.7% 26.7% 73.3% Yellow Time (s) 4.8 4.8 4.8 4.8 4.8 3.0 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.8 5.8 5.8 4.0 5.8
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max None C-Max
Act Effct Green (s) 12.8 12.8 12.8 45.0 45.0 16.6 65.6
Actuated g/C Ratio 0.14 0.14 0.14 0.50 0.50 0.18 0.73
v/c Ratio 0.43 0.74 0.71 0.28 0.49 0.76 0.31
Control Delay 39.3 33.1 30.5 14.5 3.5 52.5 1.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.3 33.1 30.5 14.5 3.5 52.5 1.0

LOS D C C B A D A
Approach Delay 33.2 10.6 16.2
Approach LOS C B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow, Master Intersection Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 16.5 Intersection LOS: B
Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 2: Archibald Av. & SR-60 EB Ramps

5.1-54
2516
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 2: Archibald Av. & SR-60 EB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 112 1 426 0 0 0 0 889 505 477 1144 0 Future Volume (veh/h) 112 1 426 0 0 0 0 889 505 477 1144 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 76 0 236 0 898 334 482 1156 0
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0
Cap, veh/h 183 0 326 0 3629 875 552 3923 0
Arrive On Green 0.10 0.00 0.10 0.00 0.56 0.56 0.32 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 6696 1551 3456 5274 0
Grp Volume(v), veh/h 76 0 236 0 898 334 482 1156 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1609 1551 1728 1702 0 Q Serve(g_s), s 3.6 0.0 6.5 0.0 6.4 10.8 11.8 0.0 0.0
Cycle Q Clear(g_c), s 3.6 0.0 6.5 0.0 6.4 10.8 11.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 183 0 326 0 3629 875 552 3923 0
V/C Ratio(X) 0.42 0.00 0.72 0.00 0.25 0.38 0.87 0.29 0.00 Avail Cap(c_a), veh/h 360 0 641 0 3629 875 768 3923 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 37.8 0.0 39.1 0.0 9.9 10.9 29.7 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 3.1 0.0 0.2 1.3 5.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 2.5 0.0 1.9 3.3 4.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.3 0.0 42.2 0.0 10.1 12.2 35.4 0.2 0.0 LnGrp LOS D A D A B B D A A
Approach Vol, veh/h 312 1232 1638
Approach Delay, s/veh 41.5 10.7 10.5
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 18.4 56.6 74.9 15.1
Change Period (Y+Rc), s 4.0 5.8 5.8 5.8
Max Green Setting (Gmax), s 20.0 36.2 60.2 18.2
Max Q Clear Time (g_c+I1), s 13.8 12.8 2.0 8.5
Green Ext Time (p_c), s 0.5 7.2 9.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-55
2517
Timings Rich Haven Specific Plan TA (JN:14822)
3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 166 578 303 113 436 139 246 844 243 841 Future Volume (vph) 166 578 303 113 436 139 246 844 243 841 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 38.2 38.2 9.6 38.2 38.2 9.6 32.2 9.6 33.2 Total Split (s) 21.0 42.2 42.2 17.0 38.2 38.2 27.0 32.8 28.0 33.8 Total Split (%) 17.5% 35.2% 35.2% 14.2% 31.8% 31.8% 22.5% 27.3% 23.3% 28.2% Yellow Time (s) 3.6 5.2 5.2 3.6 5.2 5.2 3.6 5.2 3.6 5.2 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 6.2 4.6 6.2 6.2 4.6 6.2 4.6 6.2 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None None Act Effct Green (s) 14.4 26.0 26.0 10.9 22.4 22.4 20.0 24.9 22.2 27.1 Actuated g/C Ratio 0.14 0.25 0.25 0.10 0.21 0.21 0.19 0.24 0.21 0.26 v/c Ratio 0.79 0.72 0.52 0.71 0.63 0.34 0.84 0.83 0.75 0.86 Control Delay 71.3 42.3 7.1 72.4 42.6 8.1 67.5 46.2 56.5 46.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 71.3 42.3 7.1 72.4 42.6 8.1 67.5 46.2 56.5 46.0

LOS E D A E D A E D E D
Approach Delay 36.7 40.5 50.8 47.9
Approach LOS D D D D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 105.9
Natural Cycle: 105
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 44.7 Intersection LOS: D
Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 3: Archibald Av. & Riverside Dr.

5.1-56
2518
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 3: Archibald Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 578 303 113 436 139 246 844 70 243 841 196 Future Volume (veh/h) 166 578 303 113 436 139 246 844 70 243 841 196 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 169 590 240 115 445 93 251 861 64 248 858 167 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 198 826 359 140 703 312 282 1099 81 288 1058 205 Arrive On Green 0.12 0.25 0.25 0.09 0.21 0.21 0.18 0.24 0.24 0.18 0.26 0.26 Sat Flow, veh/h 1594 3367 1464 1594 3367 1493 1594 4589 340 1594 4059 785 Grp Volume(v), veh/h 169 590 240 115 445 93 251 604 321 248 681 344 Grp Sat Flow(s),veh/h/ln 1594 1683 1464 1594 1683 1493 1594 1612 1704 1594 1612 1620 Q Serve(g_s), s 9.8 15.1 13.9 6.7 11.3 3.0 14.5 16.5 16.6 14.2 18.6 18.8 Cycle Q Clear(g_c), s 9.8 15.1 13.9 6.7 11.3 3.0 14.5 16.5 16.6 14.2 18.6 18.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.48
Lane Grp Cap(c), veh/h 198 826 359 140 703 312 282 772 408 288 841 422 V/C Ratio(X) 0.85 0.71 0.67 0.82 0.63 0.30 0.89 0.78 0.79 0.86 0.81 0.82 Avail Cap(c_a), veh/h 278 1287 560 210 1144 507 379 911 481 396 945 475 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.4 32.5 32.1 42.2 34.0 11.5 37.9 33.5 33.5 37.4 32.6 32.7 Incr Delay (d2), s/veh 12.4 1.2 2.2 8.9 0.9 0.5 15.1 3.8 7.2 10.3 4.8 9.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.3 5.8 4.8 2.8 4.4 1.7 6.5 6.4 7.2 6.0 7.3 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.7 33.7 34.2 51.1 34.9 12.0 53.0 37.3 40.8 47.7 37.5 42.3 LnGrp LOS D C C D C B D D D D D D
Approach Vol, veh/h 999 653 1176 1273
Approach Delay, s/veh 37.0 34.5 41.6 40.8
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.2 28.8 12.9 29.3 21.2 30.7 16.3 25.9 Change Period (Y+Rc), s 6.2 * 6.2 4.6 6.2 4.6 6.2 4.6 6.2 Max Green Setting (Gmax), s 23.4 * 27 12.4 36.0 22.4 27.6 16.4 32.0 Max Q Clear Time (g_c+I1), s 16.2 18.6 8.7 17.1 16.5 20.8 11.8 13.3 Green Ext Time (p_c), s 0.2 3.3 0.0 4.2 0.2 3.3 0.1 2.7 Intersection Summary
HCM 6th Ctrl Delay 39.1
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-57
2519
Timings Rich Haven Specific Plan TA (JN:14822)
4: Archibald Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 7
Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 161 302 18 100 58 97 1001 68 1005
Future Volume (vph) 161 302 18 100 58 97 1001 68 1005
Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 22.6 9.6 22.6 22.6 9.6 22.6 9.6 22.6 Total Split (s) 27.4 43.0 9.8 25.4 25.4 16.0 51.0 16.2 51.2 Total Split (%) 22.8% 35.8% 8.2% 21.2% 21.2% 13.3% 42.5% 13.5% 42.7% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None Act Effct Green (s) 16.1 31.3 5.5 13.6 13.6 10.5 34.0 17.2 37.6 Actuated g/C Ratio 0.17 0.32 0.06 0.14 0.14 0.11 0.35 0.18 0.39 v/c Ratio 0.64 0.82 0.21 0.42 0.16 0.59 0.58 0.25 0.82
Control Delay 53.1 44.7 58.8 46.9 1.0 62.5 30.6 41.4 33.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 53.1 44.7 58.8 46.9 1.0 62.5 30.6 41.4 33.6

LOS D D E D A E C D C
Approach Delay 46.9 33.1 33.4 34.1
Approach LOS D C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 97.1
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 36.3 Intersection LOS: D
Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 4: Archibald Av. & Chino Av.

5.1-58
2520
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 4: Archibald Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 302 134 18 100 58 97 1001 27 68 1005 64 Future Volume (veh/h) 161 302 134 18 100 58 97 1001 27 68 1005 64 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 168 315 115 19 104 28 101 1043 27 71 1047 63 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 204 362 132 34 332 281 125 1476 38 285 1279 77 Arrive On Green 0.13 0.29 0.29 0.02 0.19 0.19 0.08 0.29 0.29 0.18 0.39 0.39 Sat Flow, veh/h 1594 1233 450 1594 1772 1502 1594 5156 133 1594 3309 199 Grp Volume(v), veh/h 168 0 430 19 104 28 101 717 353 71 561 549 Grp Sat Flow(s),veh/h/ln 1594 0 1683 1594 1772 1502 1594 1772 1745 1594 1772 1736 Q Serve(g_s), s 8.6 0.0 20.3 1.0 4.2 0.8 5.2 15.1 15.2 3.2 23.8 23.8 Cycle Q Clear(g_c), s 8.6 0.0 20.3 1.0 4.2 0.8 5.2 15.1 15.2 3.2 23.8 23.8 Prop In Lane 1.00 0.27 1.00 1.00 1.00 0.08 1.00 0.11
Lane Grp Cap(c), veh/h 204 0 494 34 332 281 125 1015 500 285 685 671 V/C Ratio(X) 0.82 0.00 0.87 0.56 0.31 0.10 0.80 0.71 0.71 0.25 0.82 0.82 Avail Cap(c_a), veh/h 434 0 772 99 440 373 217 1965 967 285 987 967 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 0.0 28.0 40.6 29.4 11.7 37.9 26.7 26.7 29.5 23.0 23.0 Incr Delay (d2), s/veh 8.1 0.0 6.7 13.6 0.5 0.2 11.3 0.9 1.9 0.5 3.7 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 0.0 8.5 0.5 1.8 0.5 2.3 5.8 5.8 1.2 9.3 9.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.7 0.0 34.7 54.1 29.9 11.9 49.3 27.6 28.6 30.0 26.7 26.8 LnGrp LOS D A C D C B D C C C C C
Approach Vol, veh/h 598 151 1171 1181
Approach Delay, s/veh 37.2 29.6 29.8 26.9
Approach LOS D C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.6 28.6 6.4 29.2 11.2 36.9 15.3 20.3 Change Period (Y+Rc), s 4.6 4.6 4.6 4.6 4.6 4.6 4.6 4.6 Max Green Setting (Gmax), s 11.6 46.4 5.2 38.4 11.4 46.6 22.8 20.8 Max Q Clear Time (g_c+I1), s 5.2 17.2 3.0 22.3 7.2 25.8 10.6 6.2 Green Ext Time (p_c), s 0.1 6.8 0.0 2.3 0.1 6.6 0.3 0.4 Intersection Summary
HCM 6th Ctrl Delay 30.1
HCM 6th LOS C

5.1-59
2521
Timings Rich Haven Specific Plan TA (JN:14822)
5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 9
Lane Group WBL WBR NBT SBL SBT Ø4
Lane Configurations
Traffic Volume (vph) 16 15 1047 45 1118
Future Volume (vph) 16 15 1047 45 1118
Turn Type Prot Perm NA Prot NA
Protected Phases 3 2 1 6 4
Permitted Phases 8
Detector Phase 3 8 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 10.0 5.0 10.0 5.0
Minimum Split (s) 9.6 32.6 37.5 9.6 23.5 22.5
Total Split (s) 14.0 36.5 64.5 19.0 83.5 22.5
Total Split (%) 11.7% 30.4% 53.8% 15.8% 69.6% 19%
Yellow Time (s) 3.6 3.6 5.5 3.6 5.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 6.5 4.6 6.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None
Act Effct Green (s) 9.1 9.6 29.2 8.1 33.9
Actuated g/C Ratio 0.24 0.26 0.78 0.22 0.91
v/c Ratio 0.04 0.03 0.30 0.14 0.39
Control Delay 16.4 0.1 7.5 22.3 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 16.4 0.1 7.5 22.3 4.4

LOS B A A C A
Approach Delay 7.5 5.1
Approach LOS A A
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 37.2
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.39
Intersection Signal Delay: 6.2 Intersection LOS: A
Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 5: Archibald Av. & Schaefer Av.

5.1-60
2522
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 5: Archibald Av. & Schaefer Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 16 0 15 0 1047 16 45 1118 0 Future Volume (veh/h) 0 0 0 16 0 15 0 1047 16 45 1118 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 0 0 0 17 0 10 0 1114 15 48 1189 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 204 5 0 35 98 82 204 2191 29 85 2119 0
Arrive On Green 0.00 0.00 0.00 0.02 0.00 0.06 0.00 0.45 0.45 0.05 0.63 0.00 Sat Flow, veh/h 1257 1772 0 1594 1772 1483 421 4917 66 1594 3455 0 Grp Volume(v), veh/h 0 0 0 17 0 10 0 731 398 48 1189 0
Grp Sat Flow(s),veh/h/ln 1257 1772 0 1594 1772 1483 421 1612 1758 1594 1683 0 Q Serve(g_s), s 0.0 0.0 0.0 0.4 0.0 0.2 0.0 5.7 5.7 1.0 7.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.4 0.0 0.2 0.0 5.7 5.7 1.0 7.1 0.0 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.04 1.00 0.00
Lane Grp Cap(c), veh/h 204 5 0 35 98 82 204 1437 783 85 2119 0 V/C Ratio(X) 0.00 0.00 0.00 0.49 0.00 0.12 0.00 0.51 0.51 0.57 0.56 0.00 Avail Cap(c_a), veh/h 969 906 0 425 1605 1343 711 5311 2895 652 7360 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 17.0 0.0 15.8 0.0 7.0 7.0 16.3 3.7 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 3.9 0.0 0.7 0.0 0.3 0.5 2.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 0.1 0.0 0.1 0.0 0.7 0.8 0.3 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 0.0 21.0 0.0 16.5 0.0 7.3 7.5 18.5 4.0 0.0 LnGrp LOS A A A C A B A A A B A A
Approach Vol, veh/h 0 27 1129 1237
Approach Delay, s/veh 0.0 19.3 7.4 4.5
Approach LOS B A A
Timer - Assigned Phs 1 2 3 4 6 8
Phs Duration (G+Y+Rc), s 6.5 22.2 5.4 1.2 28.7 6.6
Change Period (Y+Rc), s 4.6 6.5 4.6 * 4.6 6.5 4.6
Max Green Setting (Gmax), s 14.4 58.0 9.4 * 18 77.0 31.9 Max Q Clear Time (g_c+I1), s 3.0 7.7 2.4 0.0 9.1 2.2
Green Ext Time (p_c), s 0.0 7.8 0.0 0.0 9.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

5.1-61
2523
Timings Rich Haven Specific Plan TA (JN:14822)
6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 11
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 95 655 265 327 307 178 95 744 408 251 753 60 Future Volume (vph) 95 655 265 327 307 178 95 744 408 251 753 60 Turn Type Prot NA Free Prot NA Perm Prot NA Free Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases Free 8 Free 6
Detector Phase 7 4 3 8 8 5 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 39.2 9.6 46.2 46.2 9.6 39.5 9.6 46.5 46.5 Total Split (s) 10.2 40.4 16.0 46.2 46.2 16.0 42.6 21.0 47.6 47.6 Total Split (%) 8.5% 33.7% 13.3% 38.5% 38.5% 13.3% 35.5% 17.5% 39.7% 39.7% Yellow Time (s) 3.6 5.2 3.6 5.2 5.2 3.6 5.5 3.6 5.5 5.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 6.2 4.6 6.2 6.2 4.6 6.5 4.6 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min None Min Min Act Effct Green (s) 5.7 26.3 105.3 11.5 32.1 32.1 9.9 28.7 105.3 16.6 35.4 35.4 Actuated g/C Ratio 0.05 0.25 1.00 0.11 0.30 0.30 0.09 0.27 1.00 0.16 0.34 0.34 v/c Ratio 0.62 0.78 0.19 1.06 0.60 0.32 0.67 0.81 0.29 1.06 0.67 0.10 Control Delay 69.5 44.2 0.3 111.8 37.0 5.7 71.0 43.7 0.5 118.5 33.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.5 44.2 0.3 111.8 37.0 5.7 71.0 43.7 0.5 118.5 33.9 0.3

LOS E D A F D A E D A F C A
Approach Delay 35.1 60.3 31.6 51.9
Approach LOS D E C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 105.3
Natural Cycle: 115
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 43.3 Intersection LOS: D
Intersection Capacity Utilization 85.7% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 6: Archibald Av. & Edison Av./Ontario Ranch Rd.

5.1-62
2524
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 6: Archibald Av. & Edison Av./Ontario Ranch Rd. 10/06/2022 E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 655 265 327 307 178 95 744 408 251 753 60 Future Volume (veh/h) 95 655 265 327 307 178 95 744 408 251 753 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1575 1772 1772 1575 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 100 689 0 344 323 145 100 783 0 264 793 44 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 148 848 340 537 455 123 943 260 1249 529
Arrive On Green 0.05 0.24 0.00 0.11 0.30 0.30 0.08 0.27 0.00 0.16 0.35 0.35 Sat Flow, veh/h 3000 3544 1502 3000 1772 1500 1594 3544 1502 1594 3544 1502 Grp Volume(v), veh/h 100 689 0 344 323 145 100 783 0 264 793 44 Grp Sat Flow(s),veh/h/ln 1500 1772 1502 1500 1772 1500 1594 1772 1502 1594 1772 1502 Q Serve(g_s), s 3.3 18.5 0.0 11.4 15.6 7.5 6.2 20.9 0.0 16.4 18.8 2.0 Cycle Q Clear(g_c), s 3.3 18.5 0.0 11.4 15.6 7.5 6.2 20.9 0.0 16.4 18.8 2.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 148 848 340 537 455 123 943 260 1249 529 V/C Ratio(X) 0.67 0.81 1.01 0.60 0.32 0.82 0.83 1.02 0.64 0.08 Avail Cap(c_a), veh/h 167 1206 340 705 597 181 1273 260 1449 614 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.0 36.1 0.0 44.6 29.8 27.0 45.7 34.7 0.0 42.1 27.2 21.7 Incr Delay (d2), s/veh 6.3 2.9 0.0 51.6 1.1 0.4 10.3 3.5 0.0 59.8 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 7.8 0.0 6.5 6.3 2.6 2.7 8.7 0.0 10.3 7.3 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.2 39.0 0.0 96.2 30.9 27.4 56.0 38.3 0.0 101.8 27.9 21.8 LnGrp LOS D D F C C E D F C C
Approach Vol, veh/h 789 A 812 883 A 1101
Approach Delay, s/veh 40.8 57.9 40.3 45.4
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 33.3 16.0 30.3 12.3 41.9 9.6 36.7 Change Period (Y+Rc), s 4.6 6.5 4.6 6.2 4.6 6.5 4.6 6.2 Max Green Setting (Gmax), s 16.4 36.1 11.4 34.2 11.4 41.1 5.6 40.0 Max Q Clear Time (g_c+I1), s 18.4 22.9 13.4 20.5 8.2 20.8 5.3 17.6 Green Ext Time (p_c), s 0.0 3.8 0.0 3.5 0.0 4.8 0.0 2.1 Intersection Summary
HCM 6th Ctrl Delay 46.0
HCM 6th LOS D
Notes
Unsignalized Delay for [NBR, EBR] is excluded from calculations of the approach delay and intersection delay.

5.1-63
2525
Timings Rich Haven Specific Plan TA (JN:14822)
7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 13
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 87 541 115 631 134 45 23 40
Future Volume (vph) 87 541 115 631 134 45 23 40
Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Detector Phase 7 4 3 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 27.2 9.6 27.2 9.6 28.8 9.6 28.8
Total Split (s) 18.8 42.6 22.2 46.0 24.6 44.0 11.2 30.6 Total Split (%) 15.7% 35.5% 18.5% 38.3% 20.5% 36.7% 9.3% 25.5% Yellow Time (s) 3.6 5.2 3.6 5.2 3.6 4.8 3.6 4.8
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 6.2 4.6 6.2 4.6 5.8 4.6 5.8
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None Min None Min
Act Effct Green (s) 9.5 24.8 11.1 29.2 12.2 25.8 6.0 12.4 Actuated g/C Ratio 0.11 0.30 0.13 0.35 0.15 0.31 0.07 0.15 v/c Ratio 0.50 0.76 0.56 0.59 0.59 0.18 0.21 0.19
Control Delay 49.4 31.7 48.4 26.2 47.4 9.3 49.0 19.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.4 31.7 48.4 26.2 47.4 9.3 49.0 19.5

LOS D C D C D A D B
Approach Delay 33.6 29.5 25.8 25.4
Approach LOS C C C C
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 82.9
Natural Cycle: 80
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 30.3 Intersection LOS: C
Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 7: Turner Av. & Riverside Dr.

5.1-64
2526
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 7: Turner Av. & Riverside Dr. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 87 541 186 115 631 35 134 45 131 23 40 53 Future Volume (veh/h) 87 541 186 115 631 35 134 45 131 23 40 53 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1673 1772 1772 1673 1772 1772 1673 1772 1772 1673 1772 1772 Adj Flow Rate, veh/h 90 558 136 119 651 23 138 46 110 24 41 47 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 111 769 187 148 1031 36 172 424 374 43 288 252 Arrive On Green 0.07 0.29 0.29 0.09 0.31 0.31 0.11 0.25 0.25 0.03 0.17 0.17 Sat Flow, veh/h 1594 2670 648 1594 3315 117 1594 1683 1487 1594 1683 1473 Grp Volume(v), veh/h 90 351 343 119 330 344 138 46 110 24 41 47 Grp Sat Flow(s),veh/h/ln 1594 1683 1635 1594 1683 1749 1594 1683 1487 1594 1683 1473 Q Serve(g_s), s 3.5 11.7 11.8 4.6 10.5 10.5 5.3 1.3 3.7 0.9 1.3 1.7 Cycle Q Clear(g_c), s 3.5 11.7 11.8 4.6 10.5 10.5 5.3 1.3 3.7 0.9 1.3 1.7 Prop In Lane 1.00 0.40 1.00 0.07 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 111 485 471 148 524 544 172 424 374 43 288 252 V/C Ratio(X) 0.81 0.72 0.73 0.80 0.63 0.63 0.80 0.11 0.29 0.55 0.14 0.19 Avail Cap(c_a), veh/h 363 983 954 450 1075 1116 511 1031 911 169 670 586 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.6 20.0 20.0 27.7 18.4 18.4 27.2 17.9 18.9 29.9 22.0 22.1 Incr Delay (d2), s/veh 5.1 2.1 2.2 3.8 1.3 1.2 3.3 0.1 0.4 4.0 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 4.1 4.0 1.7 3.5 3.7 2.0 0.5 1.2 0.4 0.5 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.7 22.0 22.2 31.5 19.7 19.6 30.5 18.1 19.3 34.0 22.2 22.5 LnGrp LOS C C C C B B C B B C C C
Approach Vol, veh/h 784 793 294 112
Approach Delay, s/veh 23.4 21.4 24.3 24.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.3 21.5 10.4 24.2 11.3 16.5 9.0 25.6 Change Period (Y+Rc), s 4.6 5.8 4.6 6.2 4.6 5.8 4.6 6.2 Max Green Setting (Gmax), s 6.6 38.2 17.6 36.4 20.0 24.8 14.2 39.8 Max Q Clear Time (g_c+I1), s 2.9 5.7 6.6 13.8 7.3 3.7 5.5 12.5 Green Ext Time (p_c), s 0.0 0.8 0.1 3.8 0.1 0.3 0.1 3.7 Intersection Summary
HCM 6th Ctrl Delay 22.8
HCM 6th LOS C

5.1-65
2527
HCM 6th AWSC Rich Haven Specific Plan TA (JN:14822)
8: Turner Av. & Chino Av. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 15
Intersection
Intersection Delay, s/veh10.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 94 162 54 24 98 40 20 120 23 27 186 43 Future Vol, veh/h 94 162 54 24 98 40 20 120 23 27 186 43 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 102 176 59 26 107 43 22 130 25 29 202 47
Number of Lanes 1 2 0 1 2 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 3
HCM Control Delay 10.8 10.3 10.5 10.9

HCM LOS B B B B

Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0% 0% Vol Thru, % 0% 100% 63% 0% 100% 50% 0% 100% 45% 0% 100% 59% Vol Right, % 0% 0% 37% 0% 0% 50% 0% 0% 55% 0% 0% 41%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 20 80 63 94 108 108 24 65 73 27 124 105 LT Vol 20 0 0 94 0 0 24 0 0 27 0 0
Through Vol 0 80 40 0 108 54 0 65 33 0 124 62
RT Vol 0 0 23 0 0 54 0 0 40 0 0 43
Lane Flow Rate 22 87 68 102 117 117 26 71 79 29 135 114 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.044 0.162 0.123 0.195 0.208 0.197 0.052 0.132 0.139 0.057 0.244 0.197 Departure Headway (Hd) 7.226 6.726 6.47 6.88 6.38 6.03 7.212 6.712 6.327 7.015 6.515 6.228 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 494 532 553 521 561 594 495 533 565 510 550 574
Service Time 4.986 4.486 4.23 4.633 4.133 3.783 4.974 4.474 4.089 4.77 4.27 3.984 HCM Lane V/C Ratio 0.045 0.164 0.123 0.196 0.209 0.197 0.053 0.133 0.14 0.057 0.245 0.199 HCM Control Delay 10.3 10.8 10.1 11.3 10.8 10.3 10.4 10.5 10.1 10.2 11.4 10.5 HCM Lane LOS B B B B B B B B B B B B
HCM 95th-tile Q 0.1 0.6 0.4 0.7 0.8 0.7 0.2 0.5 0.5 0.2 1 0.7

5.1-66
2528
Timings Rich Haven Specific Plan TA (JN:14822)
9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 16
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 16 1300 44 73 922 48 16 11 75 28
Future Volume (vph) 16 1300 44 73 922 48 16 11 75 28
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 3 8 8 5 2 1 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.6 23.8 23.8 9.6 23.8 23.8 9.6 23.8 9.6 23.8 Total Split (s) 12.0 62.0 62.0 17.0 67.0 67.0 12.0 26.0 15.0 29.0 Total Split (%) 10.0% 51.7% 51.7% 14.2% 55.8% 55.8% 10.0% 21.7% 12.5% 24.2% Yellow Time (s) 3.6 4.8 4.8 3.6 4.8 4.8 3.6 4.8 3.6 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.8 5.8 4.6 5.8 5.8 4.6 5.8 4.6 5.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Min None Min Act Effct Green (s) 6.6 42.3 42.3 9.1 48.8 48.8 6.6 8.8 8.8 15.1 Actuated g/C Ratio 0.08 0.50 0.50 0.11 0.58 0.58 0.08 0.10 0.10 0.18 v/c Ratio 0.12 0.79 0.05 0.41 0.49 0.05 0.12 0.32 0.44 0.12 Control Delay 50.0 23.5 0.1 50.6 12.9 0.1 50.0 19.5 52.3 31.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 50.0 23.5 0.1 50.6 12.9 0.1 50.0 19.5 52.3 31.3

LOS D C A D B A D B D C
Approach Delay 23.0 14.9 25.4 45.4
Approach LOS C B C D
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 84.7
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.79
Intersection Signal Delay: 20.8 Intersection LOS: C
Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 9: S Turner Av. & Ontario Ranch Rd.

5.1-67
2529
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 9: S Turner Av. & Ontario Ranch Rd. 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 1300 44 73 922 48 16 11 55 75 28 9 Future Volume (veh/h) 16 1300 44 73 922 48 16 11 55 75 28 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 17 1398 47 78 991 52 17 12 59 81 30 10 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 36 1837 819 101 1966 877 36 20 100 104 151 50 Arrive On Green 0.02 0.52 0.52 0.06 0.55 0.55 0.02 0.07 0.07 0.06 0.11 0.11 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 275 1352 1781 1342 447 Grp Volume(v), veh/h 17 1398 47 78 991 52 17 0 71 81 0 40 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 0 1627 1781 0 1790 Q Serve(g_s), s 0.7 22.1 1.0 3.1 12.2 1.1 0.7 0.0 3.0 3.2 0.0 1.4 Cycle Q Clear(g_c), s 0.7 22.1 1.0 3.1 12.2 1.1 0.7 0.0 3.0 3.2 0.0 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.83 1.00 0.25
Lane Grp Cap(c), veh/h 36 1837 819 101 1966 877 36 0 120 104 0 201 V/C Ratio(X) 0.48 0.76 0.06 0.78 0.50 0.06 0.48 0.00 0.59 0.78 0.00 0.20 Avail Cap(c_a), veh/h 187 2827 1261 313 3079 1373 187 0 465 262 0 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.2 13.6 8.5 32.9 9.8 7.3 34.2 0.0 31.7 32.8 0.0 28.5 Incr Delay (d2), s/veh 3.6 0.7 0.0 4.7 0.2 0.0 3.6 0.0 4.6 4.6 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.0 0.3 1.4 3.6 0.3 0.3 0.0 1.2 1.4 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.9 14.3 8.5 37.6 10.0 7.3 37.9 0.0 36.3 37.4 0.0 29.0 LnGrp LOS D B A D A A D A D D A C
Approach Vol, veh/h 1462 1121 88 121
Approach Delay, s/veh 14.4 11.8 36.6 34.6
Approach LOS B B D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.7 11.0 8.6 42.3 6.0 13.7 6.0 44.9 Change Period (Y+Rc), s 4.6 5.8 4.6 5.8 4.6 5.8 4.6 5.8 Max Green Setting (Gmax), s 10.4 20.2 12.4 56.2 7.4 23.2 7.4 61.2 Max Q Clear Time (g_c+I1), s 5.2 5.0 5.1 24.1 2.7 3.4 2.7 14.2 Green Ext Time (p_c), s 0.0 0.2 0.0 12.4 0.0 0.1 0.0 8.1 Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B

5.1-68
2530
Timings Rich Haven Specific Plan TA (JN:14822)
10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 18
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 272 10 562 328 928 1479 695
Future Volume (vph) 272 10 562 328 928 1479 695
Turn Type Perm NA Free Prot NA NA Perm
Protected Phases 8 5 2 6
Permitted Phases 8 Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 10.0 10.0 5.0 8.0 8.0 8.0
Minimum Split (s) 15.8 15.8 10.0 35.2 28.2 28.2
Total Split (s) 20.0 20.0 18.0 70.0 52.0 52.0
Total Split (%) 22.2% 22.2% 20.0% 77.8% 57.8% 57.8%
Yellow Time (s) 4.8 4.8 4.0 5.2 5.2 5.2
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.8 5.8 5.0 6.2 6.2 6.2
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Recall Mode None None None C-Max C-Max C-Max
Act Effct Green (s) 12.5 12.5 90.0 12.1 65.5 48.4 48.4
Actuated g/C Ratio 0.14 0.14 1.00 0.13 0.73 0.54 0.54
v/c Ratio 0.63 0.62 0.37 0.75 0.26 0.56 0.66
Control Delay 48.9 48.5 0.7 40.1 4.6 15.2 7.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.9 48.5 0.7 40.1 4.6 15.2 7.0

LOS D D A D A B A
Approach Delay 16.7 13.9 12.6
Approach LOS B B B
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.75
Intersection Signal Delay: 13.8 Intersection LOS: B
Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 10: Haven Av. & SR-60 WB Ramps

5.1-69
2531
HCM 6th Signalized Intersection Summary Rich Haven Specific Plan TA (JN:14822) 10: Haven Av. & SR-60 WB Ramps 10/06/2022
E+P (Phase 1) Conditions - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 272 10 562 328 928 0 0 1479 695 Future Volume (veh/h) 0 0 0 272 10 562 328 928 0 0 1479 695 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 290 0 0 342 967 0 0 1541 412
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 0 0 2 2
Cap, veh/h 396 0 409 3858 0 0 2970 910
Arrive On Green 0.11 0.00 0.00 0.24 1.00 0.00 0.00 0.58 0.58 Sat Flow, veh/h 3563 0 1585 3456 5274 0 0 5274 1565
Grp Volume(v), veh/h 290 0 0 342 967 0 0 1541 412
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1702 0 0 1702 1565 Q Serve(g_s), s 7.1 0.0 0.0 8.5 0.0 0.0 0.0 16.3 13.5
Cycle Q Clear(g_c), s 7.1 0.0 0.0 8.5 0.0 0.0 0.0 16.3 13.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 396 0 409 3858 0 0 2970 910
V/C Ratio(X) 0.73 0.00 0.84 0.25 0.00 0.00 0.52 0.45
Avail Cap(c_a), veh/h 562 0 499 3858 0 0 2970 910
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.75 0.75 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 0.0 0.0 33.5 0.0 0.0 0.0 11.3 10.7 Incr Delay (d2), s/veh 2.9 0.0 0.0 6.5 0.1 0.0 0.0 0.7 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 3.4 0.0 0.0 0.0 5.3 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.7 0.0 0.0 40.0 0.1 0.0 0.0 11.9 12.3 LnGrp LOS D A D A A A B B
Approach Vol, veh/h 290 A 1309 1953
Approach Delay, s/veh 41.7 10.5 12.0
Approach LOS D B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 74.2 15.7 58.5 15.8
Change Period (Y+Rc), s 6.2 5.0 6.2 5.8
Max Green Setting (Gmax), s 63.8 13.0 45.8 14.2
Max Q Clear Time (g_c+I1), s 2.0 10.5 18.3 9.1
Green Ext Time (p_c), s 4.5 0.2 9.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

Ontario City CouncilJune 20, 2023

Ontario City Council
June 20, 2023