Cities Index.
Agenda packet

Palm Springs City Council
December 12, 2024

Document
Agenda packet
Meeting
December 12, 2024
Body
Palm Springs City Council
Pages
30
Original file
68.4 MB
Text extracted from the city's file for reading and search. Open the original on palmsprings.primegov.com. That file is the official record.

TRAFFIC COUNTS
Traffic count data have been collected on October 4 th, 2023 during the AM peak period of 7:00 AM to 9:00 AM and PM peak period of 4:00 PM to 6:00 PM.

The City of Palm Springs experiences seasonal population variations over the course of the year, with relatively higher populations during the winter months from January to the end of March.

To compensate for the discrepancy, counts not take n during this peak wint er period (January 2 to March 31) require seasonal adjustments. Counts taken in October will be adjusted to estimate peak season conditions.

CUMULATIVE DEVELOPMENT TRAFFIC
It is requested that City staff review the list of cumulative development projects (shown on Exhibit 8 and listed on Table 2) for inclusion in the traffic study. Consistent with other studies performed in the area, an ambient growth rate of 2% per ye ar will be utilized as a minimum if necessary.

The rate will be compounded over a 2-year period (i.e., 1.022years = 1.0404 or 4.04%) for Interim Year (2025) conditions.

TABLE 2: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
ID Project Name Land Use1 Quantity Units2
City of Palm Springs
PS1 Walmart Station Convenience Store/Gas Station 16 VFP PS2 Lumen (previously Vibrante) Condominium 41 DU
PS3 Palm Springs Surf Club
(rehabilitation/expansion of existing water park) Water Park 7.746 TSF PS4 Parker Hotel Expansion Hotel 32 RM
PS5 Canyon View Single Family Detached Residential 80 DU PS6 West Coast Self Storage RV/boat Storage 61.658 TSF
City of Cathedral City
C1 Horizon Hotel
(Conversion of existing senior facility to 68-unit hotel) Hotel 68 RM C2 District East Single Family Detached Residential 43 DU C3 Cree Gas Station Convenience Store w/ Gas Station 8 VFP C4 Nirvana Estates Single Family Detached Residential 103 DU C5 Cathedral City Events Center Event Center 80.000 TSF

1 DU = Dwelling Unit; RM = Room; TSF = Thousand Square Feet; VFP = Vehicle Fueling Positions

1.1-17
Item 1C - Page 320

URBAN I CROSSROADS

1.1-18
Item 1C - Page 321
URBAN I CROSSROADS Crossley/Dinah Shore Gas Station/Gaminng Traffic Analysis EXHIBIT 8: CUMULATIVE DEVELOPMENT LOCATION MAP
LEGEND:
0 = CUMULATIVE DEVELOPMENT ID
15579 - 01 - scope.dwg
City of Palm Springs
October 24, 2023

Page 13 of 14 ends

SPECIAL ISSUES
The following issues will also be addressed as part of the Traffic Analysis (TA):
 Traffic Signal Warrant Analysis: Signal warrant analysis will be prepared for all unsignalized study area intersections that allow for full access (no traffic signal warrants to be performed for restricted access locations due to infeasibility of installing a signal at these types of locations).
 Improvements: Based on the traffic analysis results, the TA will indicate new improvement requirements and fair share contribution for the proposed Project.  Site Access and Circulation): Recommendations related to driveway lanes and controls will be provided.

Urban Crossroads prepared a separate letter which evaluates the Project in terms of City of Palm Springs screening criteria for vehicle miles traveled (VMT).

Please review this LOS scope, and provide any comments or your concurrence. If you have any questions, please contact John Kain at (949) 375-2435 or Marlie Whiteman at (714) 585-0574.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP Marlie Whiteman, PE Principal Senior Associate

1.1-19
Item 1C - Page 322

URBAN I CROSSROADS
City of Palm Springs
October 24, 2023

Page 14 of 14 ends

This Page Intentionally Left Blank

1.1-20
Item 1C - Page 323

URBAN I CROSSROADS

DATE: October 24, 2023
TO: Nicole Criste, Terra Nova Planning & Research, Inc.

FROM: John Kain and Marlie Whiteman, Urban Crossroads, Inc.

JOB NO: 15579-03 VMT.docx

CROSSLEY/DINAH SHORE GAS ST ATION/GAMING VEHICLE MILES

TRAVELED (VMT) SCREENING EVALUATION
On behalf of Terra Nova Planning & Rese arch and Agua Caliente Band of Cahuilla Indians, Urban Crossroads, Inc. is please d to submit the following Vehicle Miles Traveled (VMT) Screening Evaluation for the Crossley/Dinah Shore Gas Station/Gaming (Project). The purpose of this transmittal is to provide you with an opportunity to comment on the VMT screening of this Project, which consists of 24 gasoline/diesel fuel pumps with a 5,500 square foot convenience store, and 4,000 square feet of Class II gaming space. The Project is located on Agua Caliente Indian Reservation property at the northwest corner of Crossley Road and Dinah Shore Drive in the City of Palm Springs.

PROJECT OVERVIEW
The Project consists of a fuel station wi th 5,500sf convenience store, and 4,000sf gaming space. Exhibit A presents the Project site plan.

The California Environmental Quality Act (CEQA) requires all lead agencies to adopt VMT as the measure for identifying transp ortation impacts for land use projects.

To comply with CEQA, the City of Palm Springs adopted analytical procedures, screening tools, and impact thresholds for VMT, which are documented in their City of Palm Springs Traffic Impact Analysis Guidelines (July 2020) (City Guidelines) (1).

The adopted City Guidelines were used to prepare this VMT screening evaluation.

VMT SCREENING
Consistent with City Guidelines, projec ts should evaluate available screening criteria based on their location and project type to determine if a presumption of a less than significant transportation impact can be made. The Project Type Screening threshold was selected for revi ew based on its applicability to the proposed Project.

1.1-21
Item 1C - Page 324

URBAN CROSSROADS
DINAH SHORE DR.

CROSSLEY ROAD
INDIAN SPRINGS RD.
10/18/23

PROPOSED GAS STATION
NWC DINAH SHORE DR. AND
CROSSLEY RD.

PL 408.88'
PL 374.99'
12 MPDS
91 DIESEL
10K GALLONS12K GALLONS
25K GALLONS
7,000 SF C-STORE40'-4"
32'-0" 19'-0" 10'-0"
38'-0" 38'-0" 38'-0" 38'-0" 38'-0"
75'-5" 44'-8"
157'-1"12'-0"DECELERATION LANE
30'-6"
30'-0"
30'-0"
V8

EV CHARGING STALLS

RETENTION AREA

1.1-22
Item 1C - Page 325
URBAN I CROSSROADS Crossley/Dinah Shore Gas Station/Gaminng Traffic Analysis ,--------..,
~
EXHIBIT A: PRELIMINARY SITE PLAN
__ _j- -------------- ~L---7
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b -----I::=:~---=~--==-.,:e-=-=------=~--==-.,-:e-=-=------=--==""'---==--~-t- 15579 - 01 - scope.dwg
marks
llEGEN~cts
~ 't. = RIGHT·IN/RIGHT·OUT ONLY
Nicole Criste, Terra Nova Planning & Research, Inc.

October 24, 2023

Page 3 of 3 ends

15579-03 VMT.docx

PROJECT TYPE SCREENING
The City Guidelines identify that local serving retail uses of less than 50,000 square feet, including gas stations, shopping centers, etc. are presumed to have a less than significant impact absent substantial evidence to the contrary. The introduction of new local-serving retail has been determined to reduce VMT by shortening trips that will occur.

The Project consists of a fuel station with 5,500sf convenience store and 4,000sf of Class II gaming space, and satisfies the screening criteria.

The proposed Crossley/Dinah Shore Gas Statio n/Gaming development provides a service to existing travelers on Dinah Shore Drive and Cr ossley Road by supplying fuels, convenience market goods, and other ancillary uses. In addition, nearby resi dents as well as employees and visitors to existing local businesses are served in a similar manner.

The Project type screening criteria is met.

CONCLUSION
Based on the results of this evaluation, the Proj ect satisfies the Project Type screening criteria and no further analysis is necessary.

If you have any questions, please contact us directly at [email protected] for John or [email protected] for Marlie.

1.1-23
Item 1C - Page 326

URBAN I CROSSROADS

15579-03 VMT.docx

REFERENCES

1. City of Palm Springs. TIA Guidelines. City of Palm Springs : s.n., July 2020.

1.1-24
Item 1C - Page 327

URBAN I CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
APPENDIX 3.1: TRAFFIC COUNTS – OCTOBER 2023
Item 1C - Page 328

URBAN CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
This Page Intentionally Left Blank
Item 1C - Page 329

URBAN CROSSROADS
File Name : 01_PLS_Cross_Dinah AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Dinah Shore Drive
Westbound
Lawrence Crossley Road
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 16 20 17 53 9 143 14 166 6 8 8 22 7 77 17 101 342 07:15 AM 24 34 23 81 7 174 18 199 12 24 13 49 3 106 13 122 451 07:30 AM 28 33 14 75 14 200 28 242 17 15 10 42 9 145 19 173 532 07:45 AM 20 78 23 121 25 241 19 285 16 29 11 56 5 175 26 206 668 Total 88 165 77 330 55 758 79 892 51 76 42 169 24 503 75 602 1993 08:00 AM 28 32 19 79 11 171 19 201 17 36 20 73 11 181 14 206 559 08:15 AM 19 25 14 58 12 159 21 192 8 36 17 61 7 115 14 136 447 08:30 AM 28 21 11 60 10 177 26 213 20 33 18 71 7 115 9 131 475 08:45 AM 27 24 13 64 7 150 25 182 17 31 13 61 8 137 10 155 462 Total 102 102 57 261 40 657 91 788 62 136 68 266 33 548 47 628 1943 Grand Total 190 267 134 591 95 1415 170 1680 113 212 110 435 57 1051 122 1230 3936 Apprch % 32.1 45.2 22.7 5.7 84.2 10.1 26 48.7 25.3 4.6 85.4 9.9 Total % 4.8 6.8 3.4 15 2.4 36 4.3 42.7 2.9 5.4 2.8 11.1 1.4 26.7 3.1 31.2 Lawrence Crossley Road
Southbound
Dinah Shore Drive
Westbound
Lawrence Crossley Road
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 24 34 23 81 7 174 18 199 12 24 13 49 3 106 13 122 451 07:30 AM 28 33 14 75 14 200 28 242 17 15 10 42 9 145 19 173 532 07:45 AM 20 78 23 121 25 241 19 285 16 29 11 56 5 175 26 206 668 08:00 AM 28 32 19 79 11 171 19 201 17 36 20 73 11 181 14 206 559 Total Volume 100 177 79 356 57 786 84 927 62 104 54 220 28 607 72 707 2210 % App. Total 28.1 49.7 22.2 6.1 84.8 9.1 28.2 47.3 24.5 4 85.9 10.2 PHF .893 .567 .859 .736 .570 .815 .750 .813 .912 .722 .675 .753 .636 .838 .692 .858 .827 Counts Unlimited, Inc.

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

3.1-1
Item 1C - Page 330

I I I I I
File Name : 01_PLS_Cross_Dinah AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Dinah Shore Drive
Weather: Clear
Lawrence Crossley Road
Dinah Shore Drive
Dinah Shore Drive
Lawrence Crossley Road
Right
79 Thru
177
Left
100
InOut Total
216 356 572
Right
84 Thru
786
Left
57 OutTotal In
761 927 1688
Left
62 Thru
104
Right
54 Out TotalIn
306 220 526
Left
28 Thru
607
Right
72 TotalOut In
927 707 1634
Peak Hour Begins at 07:15 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 08:00 AM 07:30 AM
+0 mins. 24 34 23 81 7 174 18 199 17 36 20 73 9 145 19 173 +15 mins. 28 33 14 75 14 200 28 242 8 36 17 61 5 175 26 206 +30 mins. 20 78 23 121 25 241 19 285 20 33 18 71 11 181 14 206 +45 mins. 28 32 19 79 11 171 19 201 17 31 13 61 7 115 14 136 Total Volume 100 177 79 356 57 786 84 927 62 136 68 266 32 616 73 721 % App. Total 28.1 49.7 22.2 6.1 84.8 9.1 23.3 51.1 25.6 4.4 85.4 10.1 PHF .893 .567 .859 .736 .570 .815 .750 .813 .775 .944 .850 .911 .727 .851 .702 .875 Counts Unlimited, Inc.

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

3.1-2
Item 1C - Page 331
-
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File Name : 01_PLS_Cross_Dinah PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Dinah Shore Drive
Westbound
Lawrence Crossley Road
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 29 32 11 72 10 153 33 196 13 39 21 73 14 162 17 193 534 04:15 PM 37 37 3 77 16 167 32 215 16 45 25 86 16 159 28 203 581 04:30 PM 24 28 11 63 12 147 31 190 21 37 18 76 13 183 20 216 545 04:45 PM 34 31 7 72 16 137 20 173 14 48 13 75 14 160 16 190 510 Total 124 128 32 284 54 604 116 774 64 169 77 310 57 664 81 802 2170 05:00 PM 30 34 8 72 10 161 42 213 12 46 18 76 17 196 14 227 588 05:15 PM 22 28 4 54 7 160 28 195 25 60 30 115 11 169 22 202 566 05:30 PM 31 25 8 64 6 144 20 170 13 44 13 70 12 139 20 171 475 05:45 PM 24 34 10 68 9 146 26 181 18 32 7 57 12 132 13 157 463 Total 107 121 30 258 32 611 116 759 68 182 68 318 52 636 69 757 2092 Grand Total 231 249 62 542 86 1215 232 1533 132 351 145 628 109 1300 150 1559 4262 Apprch % 42.6 45.9 11.4 5.6 79.3 15.1 21 55.9 23.1 7 83.4 9.6 Total % 5.4 5.8 1.5 12.7 2 28.5 5.4 36 3.1 8.2 3.4 14.7 2.6 30.5 3.5 36.6 Lawrence Crossley Road
Southbound
Dinah Shore Drive
Westbound
Lawrence Crossley Road
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 37 37 3 77 16 167 32 215 16 45 25 86 16 159 28 203 581 04:30 PM 24 28 11 63 12 147 31 190 21 37 18 76 13 183 20 216 545 04:45 PM 34 31 7 72 16 137 20 173 14 48 13 75 14 160 16 190 510 05:00 PM 30 34 8 72 10 161 42 213 12 46 18 76 17 196 14 227 588 Total Volume 125 130 29 284 54 612 125 791 63 176 74 313 60 698 78 836 2224 % App. Total 44 45.8 10.2 6.8 77.4 15.8 20.1 56.2 23.6 7.2 83.5 9.3 PHF .845 .878 .659 .922 .844 .916 .744 .920 .750 .917 .740 .910 .882 .890 .696 .921 .946 Counts Unlimited, Inc.

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

3.1-3
Item 1C - Page 332

I I I I I
File Name : 01_PLS_Cross_Dinah PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Dinah Shore Drive
Weather: Clear
Lawrence Crossley Road
Dinah Shore Drive
Dinah Shore Drive
Lawrence Crossley Road
Right
29 Thru
130
Left
125
InOut Total
361 284 645
Right
125
Thru
612
Left
54 OutTotal In
897 791 1688
Left
63 Thru
176
Right
74 Out TotalIn
262 313 575
Left
60 Thru
698
Right
78 TotalOut In
704 836 1540
Peak Hour Begins at 04:15 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:30 PM 04:15 PM
+0 mins. 29 32 11 72 16 167 32 215 21 37 18 76 16 159 28 203 +15 mins. 37 37 3 77 12 147 31 190 14 48 13 75 13 183 20 216 +30 mins. 24 28 11 63 16 137 20 173 12 46 18 76 14 160 16 190 +45 mins. 34 31 7 72 10 161 42 213 25 60 30 115 17 196 14 227 Total Volume 124 128 32 284 54 612 125 791 72 191 79 342 60 698 78 836 % App. Total 43.7 45.1 11.3 6.8 77.4 15.8 21.1 55.8 23.1 7.2 83.5 9.3 PHF .838 .865 .727 .922 .844 .916 .744 .920 .720 .796 .658 .743 .882 .890 .696 .921 Counts Unlimited, Inc.

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

3.1-4
Item 1C - Page 333
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File Name : 02_PLS_San LR_Dinah AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: San Luis Rey Drive
E/W: Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
San Luis Rey Drive
Southbound
Dinah Shore Drive
Westbound
San Luis Rey Drive
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 14 0 13 27 3 142 21 166 1 0 1 2 2 90 2 94 289
07:15 AM 25 1 19 45 3 185 26 214 1 0 0 1 7 94 4 105 365 07:30 AM 33 2 9 44 3 199 27 229 0 0 0 0 5 139 2 146 419 07:45 AM 38 7 10 55 5 246 22 273 0 1 0 1 6 190 5 201 530 Total 110 10 51 171 14 772 96 882 2 1 1 4 20 513 13 546 1603 08:00 AM 24 0 6 30 8 192 14 214 1 2 0 3 4 157 2 163 410 08:15 AM 31 4 7 42 4 163 11 178 2 1 0 3 4 102 2 108 331 08:30 AM 19 2 9 30 2 188 13 203 2 0 0 2 3 114 1 118 353 08:45 AM 17 1 16 34 5 165 17 187 1 1 0 2 3 148 2 153 376 Total 91 7 38 136 19 708 55 782 6 4 0 10 14 521 7 542 1470 Grand Total 201 17 89 307 33 1480 151 1664 8 5 1 14 34 1034 20 1088 3073 Apprch % 65.5 5.5 29 2 88.9 9.1 57.1 35.7 7.1 3.1 95 1.8 Total % 6.5 0.6 2.9 10 1.1 48.2 4.9 54.1 0.3 0.2 0 0.5 1.1 33.6 0.7 35.4 San Luis Rey Drive
Southbound
Dinah Shore Drive
Westbound
San Luis Rey Drive
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 25 1 19 45 3 185 26 214 1 0 0 1 7 94 4 105 365 07:30 AM 33 2 9 44 3 199 27 229 0 0 0 0 5 139 2 146 419 07:45 AM 38 7 10 55 5 246 22 273 0 1 0 1 6 190 5 201 530 08:00 AM 24 0 6 30 8 192 14 214 1 2 0 3 4 157 2 163 410 Total Volume 120 10 44 174 19 822 89 930 2 3 0 5 22 580 13 615 1724 % App. Total 69 5.7 25.3 2 88.4 9.6 40 60 0 3.6 94.3 2.1 PHF .789 .357 .579 .791 .594 .835 .824 .852 .500 .375 .000 .417 .786 .763 .650 .765 .813 Counts Unlimited, Inc.

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

3.1-5
Item 1C - Page 334

I I I I I
File Name : 02_PLS_San LR_Dinah AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: San Luis Rey Drive
E/W: Dinah Shore Drive
Weather: Clear
San Luis Rey Drive
Dinah Shore Drive
Dinah Shore Drive
San Luis Rey Drive
Right
44 Thru
10 Left
120
InOut Total
114 174 288
Right
89 Thru
822
Left
19 OutTotal In
700 930 1630
Left
2 Thru
3 Right
0 Out TotalIn
42 5 47
Left
22 Thru
580
Right
13 TotalOut In
868 615 1483
Peak Hour Begins at 07:15 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 08:00 AM 07:30 AM
+0 mins. 25 1 19 45 3 185 26 214 1 2 0 3 5 139 2 146
+15 mins. 33 2 9 44 3 199 27 229 2 1 0 3 6 190 5 201
+30 mins. 38 7 10 55 5 246 22 273 2 0 0 2 4 157 2 163
+45 mins. 24 0 6 30 8 192 14 214 1 1 0 2 4 102 2 108
Total Volume 120 10 44 174 19 822 89 930 6 4 0 10 19 588 11 618 % App. Total 69 5.7 25.3 2 88.4 9.6 60 40 0 3.1 95.1 1.8 PHF .789 .357 .579 .791 .594 .835 .824 .852 .750 .500 .000 .833 .792 .774 .550 .769 Counts Unlimited, Inc.

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

3.1-6
Item 1C - Page 335
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File Name : 02_PLS_San LR_Dinah PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: San Luis Rey Drive
E/W: Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
San Luis Rey Drive
Southbound
Dinah Shore Drive
Westbound
San Luis Rey Drive
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 22 0 13 35 0 146 20 166 3 0 0 3 7 169 1 177 381 04:15 PM 30 0 8 38 3 160 29 192 1 0 0 1 5 167 2 174 405 04:30 PM 30 1 8 39 1 160 17 178 1 3 0 4 8 176 2 186 407 04:45 PM 16 0 6 22 1 137 23 161 1 0 0 1 10 168 0 178 362 Total 98 1 35 134 5 603 89 697 6 3 0 9 30 680 5 715 1555 05:00 PM 18 0 9 27 0 171 12 183 5 1 2 8 4 193 0 197 415 05:15 PM 32 0 3 35 2 139 15 156 2 1 0 3 4 172 0 176 370 05:30 PM 33 0 11 44 0 188 18 206 0 0 0 0 2 147 0 149 399 05:45 PM 29 0 10 39 1 148 19 168 1 0 0 1 3 120 0 123 331 Total 112 0 33 145 3 646 64 713 8 2 2 12 13 632 0 645 1515 Grand Total 210 1 68 279 8 1249 153 1410 14 5 2 21 43 1312 5 1360 3070 Apprch % 75.3 0.4 24.4 0.6 88.6 10.9 66.7 23.8 9.5 3.2 96.5 0.4 Total % 6.8 0 2.2 9.1 0.3 40.7 5 45.9 0.5 0.2 0.1 0.7 1.4 42.7 0.2 44.3 San Luis Rey Drive
Southbound
Dinah Shore Drive
Westbound
San Luis Rey Drive
Northbound
Dinah Shore Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 30 0 8 38 3 160 29 192 1 0 0 1 5 167 2 174 405 04:30 PM 30 1 8 39 1 160 17 178 1 3 0 4 8 176 2 186 407 04:45 PM 16 0 6 22 1 137 23 161 1 0 0 1 10 168 0 178 362 05:00 PM 18 0 9 27 0 171 12 183 5 1 2 8 4 193 0 197 415 Total Volume 94 1 31 126 5 628 81 714 8 4 2 14 27 704 4 735 1589 % App. Total 74.6 0.8 24.6 0.7 88 11.3 57.1 28.6 14.3 3.7 95.8 0.5 PHF .783 .250 .861 .808 .417 .918 .698 .930 .400 .333 .250 .438 .675 .912 .500 .933 .957 Counts Unlimited, Inc.

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

3.1-7
Item 1C - Page 336

I I I I I
File Name : 02_PLS_San LR_Dinah PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: San Luis Rey Drive
E/W: Dinah Shore Drive
Weather: Clear
San Luis Rey Drive
Dinah Shore Drive
Dinah Shore Drive
San Luis Rey Drive
Right
31 Thru
1 Left
94 InOut Total
112 126 238
Right
81 Thru
628
Left
5 OutTotal In
800 714 1514
Left
8 Thru
4 Right
2 Out TotalIn
10 14 24
Left
27 Thru
704
Right
4 TotalOut In
667 735 1402
Peak Hour Begins at 04:15 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
05:00 PM 04:15 PM 04:30 PM 04:30 PM
+0 mins. 18 0 9 27 3 160 29 192 1 3 0 4 8 176 2 186
+15 mins. 32 0 3 35 1 160 17 178 1 0 0 1 10 168 0 178
+30 mins. 33 0 11 44 1 137 23 161 5 1 2 8 4 193 0 197
+45 mins. 29 0 10 39 0 171 12 183 2 1 0 3 4 172 0 176
Total Volume 112 0 33 145 5 628 81 714 9 5 2 16 26 709 2 737 % App. Total 77.2 0 22.8 0.7 88 11.3 56.2 31.2 12.5 3.5 96.2 0.3 PHF .848 .000 .750 .824 .417 .918 .698 .930 .450 .417 .250 .500 .650 .918 .250 .935 Counts Unlimited, Inc.

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

3.1-8
Item 1C - Page 337
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File Name : 03_PLS_GAT_Dinah AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Gene Autry Trail
E/W: Mesquite Avenue/Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
Gene Autry Trail
Southbound
Dinah Shore Drive
Westbound
Gene Autry Trail
Northbound
Mesquite Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 59 81 21 161 25 61 69 155 6 35 6 47 3 31 6 40 403 07:15 AM 65 89 24 178 33 89 69 191 11 52 10 73 6 35 12 53 495 07:30 AM 76 118 8 202 27 84 107 218 10 69 18 97 9 45 14 68 585 07:45 AM 105 121 6 232 32 85 136 253 6 69 17 92 3 91 20 114 691 Total 305 409 59 773 117 319 381 817 33 225 51 309 21 202 52 275 2174 08:00 AM 86 79 11 176 45 67 88 200 6 63 13 82 5 59 16 80 538 08:15 AM 58 76 9 143 34 57 79 170 4 72 12 88 6 38 13 57 458 08:30 AM 66 84 6 156 38 56 109 203 4 87 13 104 10 38 12 60 523 08:45 AM 80 87 9 176 26 48 97 171 10 97 22 129 6 53 14 73 549 Total 290 326 35 651 143 228 373 744 24 319 60 403 27 188 55 270 2068 Grand Total 595 735 94 1424 260 547 754 1561 57 544 111 712 48 390 107 545 4242 Apprch % 41.8 51.6 6.6 16.7 35 48.3 8 76.4 15.6 8.8 71.6 19.6 Total % 14 17.3 2.2 33.6 6.1 12.9 17.8 36.8 1.3 12.8 2.6 16.8 1.1 9.2 2.5 12.8 Gene Autry Trail
Southbound
Dinah Shore Drive
Westbound
Gene Autry Trail
Northbound
Mesquite Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 65 89 24 178 33 89 69 191 11 52 10 73 6 35 12 53 495 07:30 AM 76 118 8 202 27 84 107 218 10 69 18 97 9 45 14 68 585 07:45 AM 105 121 6 232 32 85 136 253 6 69 17 92 3 91 20 114 691 08:00 AM 86 79 11 176 45 67 88 200 6 63 13 82 5 59 16 80 538 Total Volume 332 407 49 788 137 325 400 862 33 253 58 344 23 230 62 315 2309 % App. Total 42.1 51.6 6.2 15.9 37.7 46.4 9.6 73.5 16.9 7.3 73 19.7 PHF .790 .841 .510 .849 .761 .913 .735 .852 .750 .917 .806 .887 .639 .632 .775 .691 .835 Counts Unlimited, Inc.

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

3.1-9
Item 1C - Page 338

I I I I I
File Name : 03_PLS_GAT_Dinah AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Gene Autry Trail
E/W: Mesquite Avenue/Dinah Shore Drive
Weather: Clear
Gene Autry Trail
Mesquite Avenue
Dinah Shore Drive
Gene Autry Trail
Right
49 Thru
407
Left
332
InOut Total
676 788 1464
Right
400
Thru
325
Left
137
OutTotal In
620 862 1482
Left
33 Thru
253
Right
58 Out TotalIn
606 344 950
Left
23 Thru
230
Right
62 TotalOut In
407 315 722
Peak Hour Begins at 07:15 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:15 AM 08:00 AM 07:30 AM
+0 mins. 65 89 24 178 33 89 69 191 6 63 13 82 9 45 14 68 +15 mins. 76 118 8 202 27 84 107 218 4 72 12 88 3 91 20 114 +30 mins. 105 121 6 232 32 85 136 253 4 87 13 104 5 59 16 80 +45 mins. 86 79 11 176 45 67 88 200 10 97 22 129 6 38 13 57 Total Volume 332 407 49 788 137 325 400 862 24 319 60 403 23 233 63 319 % App. Total 42.1 51.6 6.2 15.9 37.7 46.4 6 79.2 14.9 7.2 73 19.7 PHF .790 .841 .510 .849 .761 .913 .735 .852 .600 .822 .682 .781 .639 .640 .788 .700 Counts Unlimited, Inc.

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

3.1-10
Item 1C - Page 339
-
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File Name : 03_PLS_GAT_Dinah PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Gene Autry Trail
E/W: Mesquite Avenue/Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
Gene Autry Trail
Southbound
Dinah Shore Drive
Westbound
Gene Autry Trail
Northbound
Mesquite Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 94 105 9 208 25 57 89 171 9 112 20 141 16 69 5 90 610 04:15 PM 83 82 6 171 16 54 97 167 11 113 29 153 5 59 15 79 570 04:30 PM 117 76 11 204 22 48 104 174 8 122 20 150 10 52 9 71 599 04:45 PM 78 94 7 179 25 37 79 141 9 94 38 141 9 60 11 80 541 Total 372 357 33 762 88 196 369 653 37 441 107 585 40 240 40 320 2320 05:00 PM 92 97 6 195 49 90 90 229 14 142 42 198 9 69 18 96 718 05:15 PM 92 83 4 179 17 69 87 173 14 112 25 151 3 58 5 66 569 05:30 PM 75 62 6 143 26 53 77 156 11 113 27 151 8 44 10 62 512 05:45 PM 63 59 7 129 21 44 101 166 12 94 27 133 1 29 10 40 468 Total 322 301 23 646 113 256 355 724 51 461 121 633 21 200 43 264 2267 Grand Total 694 658 56 1408 201 452 724 1377 88 902 228 1218 61 440 83 584 4587 Apprch % 49.3 46.7 4 14.6 32.8 52.6 7.2 74.1 18.7 10.4 75.3 14.2 Total % 15.1 14.3 1.2 30.7 4.4 9.9 15.8 30 1.9 19.7 5 26.6 1.3 9.6 1.8 12.7 Gene Autry Trail
Southbound
Dinah Shore Drive
Westbound
Gene Autry Trail
Northbound
Mesquite Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 83 82 6 171 16 54 97 167 11 113 29 153 5 59 15 79 570 04:30 PM 117 76 11 204 22 48 104 174 8 122 20 150 10 52 9 71 599 04:45 PM 78 94 7 179 25 37 79 141 9 94 38 141 9 60 11 80 541 05:00 PM 92 97 6 195 49 90 90 229 14 142 42 198 9 69 18 96 718 Total Volume 370 349 30 749 112 229 370 711 42 471 129 642 33 240 53 326 2428 % App. Total 49.4 46.6 4 15.8 32.2 52 6.5 73.4 20.1 10.1 73.6 16.3 PHF .791 .899 .682 .918 .571 .636 .889 .776 .750 .829 .768 .811 .825 .870 .736 .849 .845 Counts Unlimited, Inc.

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

3.1-11
Item 1C - Page 340

I I I I I
File Name : 03_PLS_GAT_Dinah PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Gene Autry Trail
E/W: Mesquite Avenue/Dinah Shore Drive
Weather: Clear
Gene Autry Trail
Mesquite Avenue
Dinah Shore Drive
Gene Autry Trail
Right
30 Thru
349
Left
370
InOut Total
874 749 1623
Right
370
Thru
229
Left
112
OutTotal In
739 711 1450
Left
42 Thru
471
Right
129
Out TotalIn
514 642 1156
Left
33 Thru
240
Right
53 TotalOut In
301 326 627
Peak Hour Begins at 04:15 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 04:15 PM 04:15 PM
+0 mins. 94 105 9 208 49 90 90 229 11 113 29 153 5 59 15 79 +15 mins. 83 82 6 171 17 69 87 173 8 122 20 150 10 52 9 71 +30 mins. 117 76 11 204 26 53 77 156 9 94 38 141 9 60 11 80 +45 mins. 78 94 7 179 21 44 101 166 14 142 42 198 9 69 18 96 Total Volume 372 357 33 762 113 256 355 724 42 471 129 642 33 240 53 326 % App. Total 48.8 46.9 4.3 15.6 35.4 49 6.5 73.4 20.1 10.1 73.6 16.3 PHF .795 .850 .750 .916 .577 .711 .879 .790 .750 .829 .768 .811 .825 .870 .736 .849 Counts Unlimited, Inc.

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

3.1-12
Item 1C - Page 341
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File Name : 04_PLS_Cross_In Sp AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Indian Springs Road
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
Indian Springs Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 50 1 51 2 27 29 1 5 6 86
07:15 AM 74 2 76 2 41 43 1 4 5 124
07:30 AM 75 3 78 3 49 52 3 4 7 137
07:45 AM 118 4 122 4 53 57 1 4 5 184
Total 317 10 327 11 170 181 6 17 23 531
08:00 AM 73 5 78 2 64 66 2 2 4 148
08:15 AM 57 5 62 2 60 62 1 3 4 128
08:30 AM 61 3 64 4 62 66 3 1 4 134
08:45 AM 53 5 58 7 57 64 3 4 7 129
Total 244 18 262 15 243 258 9 10 19 539
Grand Total 561 28 589 26 413 439 15 27 42 1070
Apprch % 95.2 4.8 5.9 94.1 35.7 64.3
Total % 52.4 2.6 55 2.4 38.6 41 1.4 2.5 3.9
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
Indian Springs Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left 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 75 3 78 3 49 52 3 4 7 137
07:45 AM 118 4 122 4 53 57 1 4 5 184
08:00 AM 73 5 78 2 64 66 2 2 4 148
08:15 AM 57 5 62 2 60 62 1 3 4 128
Total Volume 323 17 340 11 226 237 7 13 20 597
% App. Total 95 5 4.6 95.4 35 65
PHF .684 .850 .697 .688 .883 .898 .583 .813 .714 .811
Counts Unlimited, Inc.

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

3.1-13
Item 1C - Page 342
I I I
File Name : 04_PLS_Cross_In Sp AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Indian Springs Road
Weather: Clear
Lawrence Crossley Road
Indian Springs Road
Lawrence Crossley Road
Right
17 Thru
323
InOut Total
233 340 573
Left
11 Thru
226
Out TotalIn
336 237 573
Left
7 Right
13 TotalOut In
28 20 48
Peak Hour Begins at 07:30 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 08:00 AM 07:00 AM
+0 mins. 74 2 76 2 64 66 1 5 6
+15 mins. 75 3 78 2 60 62 1 4 5
+30 mins. 118 4 122 4 62 66 3 4 7
+45 mins. 73 5 78 7 57 64 1 4 5
Total Volume 340 14 354 15 243 258 6 17 23
% App. Total 96 4 5.8 94.2 26.1 73.9
PHF .720 .700 .725 .536 .949 .977 .500 .850 .821
Counts Unlimited, Inc.

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

3.1-14
Item 1C - Page 343
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File Name : 04_PLS_Cross_In Sp PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Indian Springs Road
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
Indian Springs Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 75 1 76 4 82 86 2 5 7 169
04:15 PM 66 2 68 3 90 93 2 5 7 168
04:30 PM 61 1 62 4 76 80 1 1 2 144
04:45 PM 74 9 83 8 72 80 6 0 6 169
Total 276 13 289 19 320 339 11 11 22 650
05:00 PM 68 3 71 10 96 106 6 4 10 187
05:15 PM 55 1 56 6 95 101 2 2 4 161
05:30 PM 56 2 58 1 71 72 0 2 2 132
05:45 PM 60 6 66 5 67 72 4 8 12 150
Total 239 12 251 22 329 351 12 16 28 630
Grand Total 515 25 540 41 649 690 23 27 50 1280
Apprch % 95.4 4.6 5.9 94.1 46 54
Total % 40.2 2 42.2 3.2 50.7 53.9 1.8 2.1 3.9
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
Indian Springs Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 66 2 68 3 90 93 2 5 7 168
04:30 PM 61 1 62 4 76 80 1 1 2 144
04:45 PM 74 9 83 8 72 80 6 0 6 169
05:00 PM 68 3 71 10 96 106 6 4 10 187
Total Volume 269 15 284 25 334 359 15 10 25 668
% App. Total 94.7 5.3 7 93 60 40
PHF .909 .417 .855 .625 .870 .847 .625 .500 .625 .893
Counts Unlimited, Inc.

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

3.1-15
Item 1C - Page 344
I I I
File Name : 04_PLS_Cross_In Sp PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Indian Springs Road
Weather: Clear
Lawrence Crossley Road
Indian Springs Road
Lawrence Crossley Road
Right
15 Thru
269
InOut Total
349 284 633
Left
25 Thru
334
Out TotalIn
279 359 638
Left
15 Right
10 TotalOut In
40 25 65
Peak Hour Begins at 04:15 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:30 PM 05:00 PM
+0 mins. 75 1 76 4 76 80 6 4 10
+15 mins. 66 2 68 8 72 80 2 2 4
+30 mins. 61 1 62 10 96 106 0 2 2
+45 mins. 74 9 83 6 95 101 4 8 12
Total Volume 276 13 289 28 339 367 12 16 28
% App. Total 95.5 4.5 7.6 92.4 42.9 57.1
PHF .920 .361 .870 .700 .883 .866 .500 .500 .583
Counts Unlimited, Inc.

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

3.1-16
Item 1C - Page 345
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File Name : 05_PLS_Cross_Sunny AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: E Sunny Dunes Road
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
E Sunny Dunes Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 50 9 59 2 26 28 3 3 6 93
07:15 AM 72 8 80 6 35 41 6 4 10 131
07:30 AM 70 7 77 4 49 53 2 7 9 139
07:45 AM 118 20 138 7 48 55 6 6 12 205
Total 310 44 354 19 158 177 17 20 37 568
08:00 AM 72 6 78 4 61 65 8 5 13 156
08:15 AM 56 4 60 4 56 60 2 7 9 129
08:30 AM 61 6 67 3 62 65 2 4 6 138
08:45 AM 56 4 60 5 56 61 6 6 12 133
Total 245 20 265 16 235 251 18 22 40 556
Grand Total 555 64 619 35 393 428 35 42 77 1124
Apprch % 89.7 10.3 8.2 91.8 45.5 54.5
Total % 49.4 5.7 55.1 3.1 35 38.1 3.1 3.7 6.9
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
E Sunny Dunes Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 72 8 80 6 35 41 6 4 10 131
07:30 AM 70 7 77 4 49 53 2 7 9 139
07:45 AM 118 20 138 7 48 55 6 6 12 205
08:00 AM 72 6 78 4 61 65 8 5 13 156
Total Volume 332 41 373 21 193 214 22 22 44 631
% App. Total 89 11 9.8 90.2 50 50
PHF .703 .513 .676 .750 .791 .823 .688 .786 .846 .770
Counts Unlimited, Inc.

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

3.1-17
Item 1C - Page 346
I I I
File Name : 05_PLS_Cross_Sunny AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: E Sunny Dunes Road
Weather: Clear
Lawrence Crossley Road
E Sunny Dunes Road
Lawrence Crossley Road
Right
41 Thru
332
InOut Total
215 373 588
Left
21 Thru
193
Out TotalIn
354 214 568
Left
22 Right
22 TotalOut In
62 44 106
Peak Hour Begins at 07:15 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 08:00 AM 07:15 AM
+0 mins. 72 8 80 4 61 65 6 4 10
+15 mins. 70 7 77 4 56 60 2 7 9
+30 mins. 118 20 138 3 62 65 6 6 12
+45 mins. 72 6 78 5 56 61 8 5 13
Total Volume 332 41 373 16 235 251 22 22 44
% App. Total 89 11 6.4 93.6 50 50
PHF .703 .513 .676 .800 .948 .965 .688 .786 .846
Counts Unlimited, Inc.

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

3.1-18
Item 1C - Page 347
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File Name : 05_PLS_Cross_Sunny PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: E Sunny Dunes Road
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
E Sunny Dunes Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 71 1 72 2 87 89 12 3 15 176
04:15 PM 63 0 63 5 84 89 11 10 21 173
04:30 PM 64 1 65 6 73 79 7 4 11 155
04:45 PM 75 1 76 6 76 82 8 10 18 176
Total 273 3 276 19 320 339 38 27 65 680
05:00 PM 63 2 65 3 95 98 7 8 15 178
05:15 PM 52 3 55 1 100 101 6 4 10 166
05:30 PM 58 4 62 3 67 70 7 2 9 141
05:45 PM 65 1 66 1 70 71 6 5 11 148
Total 238 10 248 8 332 340 26 19 45 633
Grand Total 511 13 524 27 652 679 64 46 110 1313
Apprch % 97.5 2.5 4 96 58.2 41.8
Total % 38.9 1 39.9 2.1 49.7 51.7 4.9 3.5 8.4
Lawrence Crossley Road
Southbound
Lawrence Crossley Road
Northbound
E Sunny Dunes Road
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 63 0 63 5 84 89 11 10 21 173
04:30 PM 64 1 65 6 73 79 7 4 11 155
04:45 PM 75 1 76 6 76 82 8 10 18 176
05:00 PM 63 2 65 3 95 98 7 8 15 178
Total Volume 265 4 269 20 328 348 33 32 65 682
% App. Total 98.5 1.5 5.7 94.3 50.8 49.2
PHF .883 .500 .885 .833 .863 .888 .750 .800 .774 .958
Counts Unlimited, Inc.

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

3.1-19
Item 1C - Page 348
I I I
File Name : 05_PLS_Cross_Sunny PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: E Sunny Dunes Road
Weather: Clear
Lawrence Crossley Road
E Sunny Dunes Road
Lawrence Crossley Road
Right
4 Thru
265
InOut Total
361 269 630
Left
20 Thru
328
Out TotalIn
297 348 645
Left
33 Right
32 TotalOut In
24 65 89
Peak Hour Begins at 04:15 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:30 PM 04:00 PM
+0 mins. 71 1 72 6 73 79 12 3 15
+15 mins. 63 0 63 6 76 82 11 10 21
+30 mins. 64 1 65 3 95 98 7 4 11
+45 mins. 75 1 76 1 100 101 8 10 18
Total Volume 273 3 276 16 344 360 38 27 65
% App. Total 98.9 1.1 4.4 95.6 58.5 41.5
PHF .910 .750 .908 .667 .860 .891 .792 .675 .774
Counts Unlimited, Inc.

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

3.1-20
Item 1C - Page 349
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File Name : 06_PLS_Cross_Ramon AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Ramon Road
Westbound
Lawrence Crossley Road
Northbound
Ramon Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 4 3 8 15 47 288 6 341 11 2 17 30 16 119 14 149 535 07:15 AM 6 6 5 17 60 338 5 403 10 4 29 43 6 148 18 172 635 07:30 AM 2 6 6 14 54 428 6 488 12 6 29 47 10 224 19 253 802 07:45 AM 6 8 11 25 108 379 6 493 9 5 23 37 9 225 23 257 812 Total 18 23 30 71 269 1433 23 1725 42 17 98 157 41 716 74 831 2784 08:00 AM 3 4 6 13 52 265 5 322 16 2 51 69 8 215 14 237 641 08:15 AM 5 4 5 14 45 274 7 326 10 1 43 54 12 201 10 223 617 08:30 AM 2 6 9 17 44 296 2 342 19 2 27 48 6 168 20 194 601 08:45 AM 7 7 6 20 40 324 4 368 14 5 34 53 4 186 13 203 644 Total 17 21 26 64 181 1159 18 1358 59 10 155 224 30 770 57 857 2503 Grand Total 35 44 56 135 450 2592 41 3083 101 27 253 381 71 1486 131 1688 5287 Apprch % 25.9 32.6 41.5 14.6 84.1 1.3 26.5 7.1 66.4 4.2 88 7.8 Total % 0.7 0.8 1.1 2.6 8.5 49 0.8 58.3 1.9 0.5 4.8 7.2 1.3 28.1 2.5 31.9 Lawrence Crossley Road
Southbound
Ramon Road
Westbound
Lawrence Crossley Road
Northbound
Ramon 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 07:15 AM
07:15 AM 6 6 5 17 60 338 5 403 10 4 29 43 6 148 18 172 635 07:30 AM 2 6 6 14 54 428 6 488 12 6 29 47 10 224 19 253 802 07:45 AM 6 8 11 25 108 379 6 493 9 5 23 37 9 225 23 257 812 08:00 AM 3 4 6 13 52 265 5 322 16 2 51 69 8 215 14 237 641 Total Volume 17 24 28 69 274 1410 22 1706 47 17 132 196 33 812 74 919 2890 % App. Total 24.6 34.8 40.6 16.1 82.6 1.3 24 8.7 67.3 3.6 88.4 8.1 PHF .708 .750 .636 .690 .634 .824 .917 .865 .734 .708 .647 .710 .825 .902 .804 .894 .890 Counts Unlimited, Inc.

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

3.1-21
Item 1C - Page 350

I I I I I
File Name : 06_PLS_Cross_Ramon AM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Ramon Road
Weather: Clear
Lawrence Crossley Road
Ramon Road
Ramon Road
Lawrence Crossley Road
Right
28 Thru
24 Left
17 InOut Total
72 69 141
Right
22 Thru
1410
Left
274
OutTotal In
961 1706 2667
Left
47 Thru
17 Right
132
Out TotalIn
372 196 568
Left
33 Thru
812
Right
74 TotalOut In
1485 919 2404
Peak Hour Begins at 07:15 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:00 AM 07:00 AM 08:00 AM 07:30 AM
+0 mins. 4 3 8 15 47 288 6 341 16 2 51 69 10 224 19 253 +15 mins. 6 6 5 17 60 338 5 403 10 1 43 54 9 225 23 257 +30 mins. 2 6 6 14 54 428 6 488 19 2 27 48 8 215 14 237 +45 mins. 6 8 11 25 108 379 6 493 14 5 34 53 12 201 10 223 Total Volume 18 23 30 71 269 1433 23 1725 59 10 155 224 39 865 66 970 % App. Total 25.4 32.4 42.3 15.6 83.1 1.3 26.3 4.5 69.2 4 89.2 6.8 PHF .750 .719 .682 .710 .623 .837 .958 .875 .776 .500 .760 .812 .813 .961 .717 .944 Counts Unlimited, Inc.

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

3.1-22
Item 1C - Page 351
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File Name : 06_PLS_Cross_Ramon PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 1
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Lawrence Crossley Road
Southbound
Ramon Road
Westbound
Lawrence Crossley Road
Northbound
Ramon Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 4 5 6 15 42 252 2 296 18 3 67 88 16 322 23 361 760 04:15 PM 15 5 7 27 31 264 5 300 34 5 71 110 13 350 13 376 813 04:30 PM 9 1 4 14 39 254 7 300 22 2 48 72 6 334 25 365 751 04:45 PM 6 9 8 23 56 245 6 307 24 2 64 90 17 273 15 305 725 Total 34 20 25 79 168 1015 20 1203 98 12 250 360 52 1279 76 1407 3049 05:00 PM 11 4 8 23 36 229 7 272 26 6 77 109 9 327 21 357 761 05:15 PM 11 2 9 22 38 263 3 304 23 6 89 118 8 373 19 400 844 05:30 PM 9 2 5 16 27 224 3 254 21 3 69 93 14 288 21 323 686 05:45 PM 11 7 5 23 40 256 2 298 19 5 76 100 7 241 16 264 685 Total 42 15 27 84 141 972 15 1128 89 20 311 420 38 1229 77 1344 2976 Grand Total 76 35 52 163 309 1987 35 2331 187 32 561 780 90 2508 153 2751 6025 Apprch % 46.6 21.5 31.9 13.3 85.2 1.5 24 4.1 71.9 3.3 91.2 5.6 Total % 1.3 0.6 0.9 2.7 5.1 33 0.6 38.7 3.1 0.5 9.3 12.9 1.5 41.6 2.5 45.7 Lawrence Crossley Road
Southbound
Ramon Road
Westbound
Lawrence Crossley Road
Northbound
Ramon 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 9 1 4 14 39 254 7 300 22 2 48 72 6 334 25 365 751 04:45 PM 6 9 8 23 56 245 6 307 24 2 64 90 17 273 15 305 725 05:00 PM 11 4 8 23 36 229 7 272 26 6 77 109 9 327 21 357 761 05:15 PM 11 2 9 22 38 263 3 304 23 6 89 118 8 373 19 400 844 Total Volume 37 16 29 82 169 991 23 1183 95 16 278 389 40 1307 80 1427 3081 % App. Total 45.1 19.5 35.4 14.3 83.8 1.9 24.4 4.1 71.5 2.8 91.6 5.6 PHF .841 .444 .806 .891 .754 .942 .821 .963 .913 .667 .781 .824 .588 .876 .800 .892 .913 Counts Unlimited, Inc.

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

3.1-23
Item 1C - Page 352

I I I I I
File Name : 06_PLS_Cross_Ramon PM
Site Code : 05123904
Start Date : 10/4/2023
Page No : 2
City of Palm Springs
N/S: Lawrence Crossley Road
E/W: Ramon Road
Weather: Clear
Lawrence Crossley Road
Ramon Road
Ramon Road
Lawrence Crossley Road
Right
29 Thru
16 Left
37 InOut Total
79 82 161
Right
23 Thru
991
Left
169
OutTotal In
1622 1183 2805
Left
95 Thru
16 Right
278
Out TotalIn
265 389 654
Left
40 Thru
1307
Right
80 TotalOut In
1115 1427 2542
Peak Hour Begins at 04:30 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:00 PM 05:00 PM 04:30 PM
+0 mins. 15 5 7 27 42 252 2 296 26 6 77 109 6 334 25 365 +15 mins. 9 1 4 14 31 264 5 300 23 6 89 118 17 273 15 305 +30 mins. 6 9 8 23 39 254 7 300 21 3 69 93 9 327 21 357 +45 mins. 11 4 8 23 56 245 6 307 19 5 76 100 8 373 19 400 Total Volume 41 19 27 87 168 1015 20 1203 89 20 311 420 40 1307 80 1427 % App. Total 47.1 21.8 31 14 84.4 1.7 21.2 4.8 74 2.8 91.6 5.6 PHF .683 .528 .844 .806 .750 .961 .714 .980 .856 .833 .874 .890 .588 .876 .800 .892 Counts Unlimited, Inc.

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

3.1-24
Item 1C - Page 353
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City of Palm Springs
Crossley Road
N/ Dinah Shore Drive
24 Hour Directional Volume Count

PLS002
Site Code: 051-23904

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 10/4/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 2 85 1 69
12:15 1 83 4 109
12:30 2 75 3 80
12:45 4 88 9 331 4 79 12 337 21 668
01:00 4 84 3 93
01:15 4 80 4 70
01:30 2 72 2 87
01:45 2 87 12 323 2 85 11 335 23 658
02:00 1 71 2 63
02:15 2 74 2 64
02:30 2 90 1 86
02:45 1 80 6 315 5 94 10 307 16 622
03:00 2 91 1 101
03:15 1 84 2 77
03:30 4 77 4 62
03:45 6 79 13 331 3 76 10 316 23 647
04:00 1 86 4 72
04:15 3 93 4 77
04:30 4 81 7 63
04:45 13 82 21 342 8 72 23 284 44 626
05:00 1 105 4 72
05:15 9 99 16 54
05:30 10 76 26 64
05:45 12 70 32 350 36 68 82 258 114 608
06:00 23 60 28 67
06:15 19 58 36 54
06:30 30 58 42 69
06:45 29 61 101 237 44 46 150 236 251 473
07:00 29 54 53 46
07:15 45 53 81 43
07:30 52 29 75 50
07:45 53 44 179 180 121 33 330 172 509 352
08:00 66 52 79 25
08:15 64 38 58 31
08:30 66 37 60 24
08:45 64 24 260 151 64 33 261 113 521 264
09:00 59 26 52 33
09:15 50 28 75 20
09:30 64 27 53 28
09:45 69 22 242 103 60 17 240 98 482 201
10:00 63 22 68 19
10:15 57 15 94 16
10:30 70 16 80 8
10:45 82 13 272 66 81 17 323 60 595 126
11:00 69 11 94 19
11:15 78 5 69 11
11:30 83 10 58 5
11:45 79 4 309 30 81 6 302 41 611 71
Total 1456 2759 1456 2759 1754 2557 1754 2557 3210 5316 Combined
Total 4215 4215 4311 4311 8526
AM Peak - 10:45 - - - 07:15 - - - - -
Vol. - 312 - - - 356 - - - - -
P.H.F. 0.940 0.736
PM Peak - - 04:30 - - - 00:15 - - - -
Vol. - - 367 - - - 361 - - - -
P.H.F. 0.874 0.828

Percentag
e 34.5% 65.5% 40.7% 59.3%
ADT/AADT ADT 8,526 AADT 8,526

3.1-25
Item 1C - Page 354

Page 1 ends

City of Palm Springs
Dinah Shore Drive
W/ Crossley Road
24 Hour Directional Volume Count

PLS001
Site Code: 051-23904

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 10/4/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 9 166 7 183
12:15 7 174 10 168
12:30 7 183 5 198
12:45 5 175 28 698 7 202 29 751 57 1449
01:00 5 214 4 185
01:15 6 163 6 168
01:30 5 166 5 177
01:45 5 141 21 684 6 208 21 738 42 1422
02:00 3 172 2 180
02:15 2 176 4 178
02:30 4 203 4 170
02:45 2 182 11 733 2 167 12 695 23 1428
03:00 5 203 3 168
03:15 3 207 0 170
03:30 3 206 8 214
03:45 6 209 17 825 9 178 20 730 37 1555
04:00 4 193 7 177
04:15 10 203 13 186
04:30 12 216 20 179
04:45 24 190 50 802 28 158 68 700 118 1502
05:00 12 227 23 181
05:15 9 202 33 189
05:30 29 171 64 165
05:45 44 157 94 757 77 174 197 709 291 1466
06:00 33 147 70 136
06:15 52 125 113 132
06:30 74 117 100 121
06:45 98 105 257 494 145 89 428 478 685 972
07:00 101 93 166 98
07:15 122 58 209 107
07:30 173 87 231 63
07:45 206 63 602 301 280 67 886 335 1488 636
08:00 206 73 207 68
08:15 136 85 181 84
08:30 131 64 208 72
08:45 155 62 628 284 180 47 776 271 1404 555
09:00 149 50 153 62
09:15 145 65 148 58
09:30 164 59 170 62
09:45 162 32 620 206 184 33 655 215 1275 421
10:00 182 48 132 28
10:15 163 38 183 29
10:30 136 22 191 25
10:45 173 34 654 142 136 20 642 102 1296 244
11:00 170 26 131 14
11:15 123 15 177 10
11:30 167 9 168 11
11:45 178 7 638 57 190 10 666 45 1304 102
Total 3620 5983 3620 5983 4400 5769 4400 5769 8020 11752 Combined
Total 9603 9603 10169 10169 19772
AM Peak - 07:30 - - - 07:15 - - - - -
Vol. - 721 - - - 927 - - - - -
P.H.F. 0.875 0.828
PM Peak - - 04:15 - - - 03:30 - - - -
Vol. - - 836 - - - 755 - - - -
P.H.F. 0.921 0.882

Percentag
e 37.7% 62.3% 43.3% 56.7%
ADT/AADT ADT 19,772 AADT 19,772

3.1-26
Item 1C - Page 355
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
APPENDIX 3.2: EXISTING (2023) CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

Item 1C - Page 356

URBAN CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
This Page Intentionally Left Blank
Item 1C - Page 357

URBAN CROSSROADS
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 668 79 63 868 102 68 128 59 110 195 87 Future Volume (vph) 31 668 79 63 868 102 68 128 59 110 195 87 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 40.0 40.0 40.0 Total Split (s) 15.0 59.0 20.0 64.0 41.0 41.0 41.0 41.0 41.0 41.0 Total Split (%) 12.5% 49.2% 16.7% 53.3% 34.2% 34.2% 34.2% 34.2% 34.2% 34.2% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

3.2-1
Item 1C - Page 358
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HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 668 79 63 868 102 68 128 59 110 195 87 Future Volume (veh/h) 31 668 79 63 868 102 68 128 59 110 195 87 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 805 95 76 1046 123 82 154 71 133 235 105 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 8 1664 196 24 1693 199 273 522 440 307 522 440 Arrive On Green 0.01 1.00 1.00 0.03 1.00 1.00 0.28 0.28 0.28 0.56 0.56 0.56 Sat Flow, veh/h 1781 3200 378 1781 3201 376 1039 1870 1577 1153 1870 1577 Grp Volume(v), veh/h 37 447 453 76 580 589 82 154 71 133 235 105 Grp Sat Flow(s),veh/h/ln 1781 1777 1800 1781 1777 1801 1039 1870 1577 1153 1870 1577 Q Serve(g_s), s 0.5 0.0 0.0 1.6 0.0 0.0 8.2 7.8 4.1 10.3 8.9 4.1 Cycle Q Clear(g_c), s 0.5 0.0 0.0 1.6 0.0 0.0 17.1 7.8 4.1 18.0 8.9 4.1 Prop In Lane 1.00 0.21 1.00 0.21 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 8 924 936 24 940 952 273 522 440 307 522 440 V/C Ratio(X) 4.59 0.48 0.48 3.19 0.62 0.62 0.30 0.29 0.16 0.43 0.45 0.24 Avail Cap(c_a), veh/h 111 924 936 186 940 952 273 522 440 307 522 440 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.5 0.0 0.0 58.4 0.0 0.0 41.2 34.0 32.6 26.0 21.1 20.0 Incr Delay (d2), s/veh 1673.6 1.8 1.8 1010.5 3.0 3.0 2.8 1.4 0.8 4.4 2.8 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 4.0 0.5 0.5 7.4 0.8 0.8 2.3 3.6 1.6 2.4 3.6 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1733.0 1.8 1.8 1068.9 3.0 3.0 44.0 35.4 33.4 30.4 23.9 21.3 LnGrp LOS F A A F A A DDCCCC
Approach Vol, veh/h 937 1245 307 473
Approach Delay, s/veh 70.2 68.1 37.2 25.1
Approach LOS E E D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.1 69.9 41.0 8.0 71.0 41.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.5 54.5 36.5 10.5 59.5 36.5 Max Q Clear Time (g_c+I1), s 4.6 3.0 21.0 3.5 3.0 20.1
Green Ext Time (p_c), s 0.1 6.1 1.8 0.0 9.1 1.2
Intersection Summary
HCM 6th Ctrl Delay 58.7
HCM 6th LOS E

3.2-2
Item 1C - Page 359
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 24 638 14 21 904 98 2 3 1 132 11 48 Future Volume (vph) 24 638 14 21 904 98 2 3 1 132 11 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 27.8 9.6 27.8 22.6 22.6 22.6 22.6
Total Split (%) 16.0% 46.3% 16.0% 46.3% 37.7% 37.7% 37.7% 37.7% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 52 (87%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

3.2-3
Item 1C - Page 360
+- t
------ ~ t~ ---~ t~
f 01

9.6s

9.6s
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 638 14 21 904 98 2 3 1 132 11 48 Future Volume (veh/h) 24 638 14 21 904 98 2 3 1 132 11 48 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 788 17 26 1116 121 2 4 1 163 14 59 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 188 1401 30 273 1262 137 406 363 91 470 78 330 Arrive On Green 0.00 0.39 0.39 0.00 0.78 0.78 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3556 77 1781 3232 350 1320 1442 361 1403 312 1313 Grp Volume(v), veh/h 30 394 411 26 613 624 2 0 5 163 0 73 Grp Sat Flow(s),veh/h/ln 1781 1777 1856 1781 1777 1805 1320 0 1803 1403 0 1625 Q Serve(g_s), s 0.1 10.3 10.4 0.1 14.6 14.7 0.1 0.0 0.1 5.9 0.0 2.1 Cycle Q Clear(g_c), s 0.1 10.3 10.4 0.1 14.6 14.7 2.2 0.0 0.1 6.0 0.0 2.1 Prop In Lane 1.00 0.04 1.00 0.19 1.00 0.20 1.00 0.81
Lane Grp Cap(c), veh/h 188 700 731 273 694 705 406 0 454 470 0 409 V/C Ratio(X) 0.16 0.56 0.56 0.10 0.88 0.89 0.00 0.00 0.01 0.35 0.00 0.18 Avail Cap(c_a), veh/h 248 700 731 332 694 705 406 0 454 470 0 409 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.7 14.2 14.2 17.6 5.6 5.6 18.4 0.0 16.8 19.1 0.0 17.6 Incr Delay (d2), s/veh 0.3 2.4 2.3 0.2 15.2 15.2 0.0 0.0 0.0 2.0 0.0 1.0 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 0.3 3.8 3.9 0.2 4.6 4.7 0.0 0.0 0.1 2.0 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 16.5 16.4 17.7 20.8 20.9 18.5 0.0 16.9 21.1 0.0 18.5 LnGrp LOS C B B B C C B A B C A B
Approach Vol, veh/h 835 1263 7 236
Approach Delay, s/veh 16.7 20.8 17.3 20.3
Approach LOS B C B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 31.1 22.6 6.5 30.9 22.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.3 18.1 5.1 23.3 18.1 Max Q Clear Time (g_c+I1), s 3.1 13.4 9.0 3.1 17.7 5.2
Green Ext Time (p_c), s 0.0 3.2 0.5 0.0 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B

3.2-4
Item 1C - Page 361
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Lanes, Volumes, Timings Existing (2023) AM Peak Hour
3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 253 68 151 363 440 36 278 64 365 448 54 Future Volume (vph) 25 253 68 151 363 440 36 278 64 365 448 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 9.5 22.5 9.5 22.5 Total Split (s) 53.0 53.0 53.0 53.0 34.0 16.0 33.0 34.0 51.0 Total Split (%) 44.2% 44.2% 44.2% 44.2% 28.3% 13.3% 27.5% 28.3% 42.5% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 54.8 (46%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

3.2-5
Item 1C - Page 362
------ ~ t~ --~ t 7'7' ~ t~
: l
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 253 68 151 363 440 36 278 64 365 448 54 Future Volume (veh/h) 25 253 68 151 363 440 36 278 64 365 448 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 301 81 180 432 524 43 331 76 435 533 64 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, % 222222222222
Cap, veh/h 113 833 220 273 561 1205 267 1087 246 465 1157 139 Arrive On Green 0.30 0.30 0.30 0.30 0.30 0.30 0.15 0.38 0.38 0.13 0.36 0.36 Sat Flow, veh/h 587 2776 734 1000 1870 2766 1781 2876 651 3456 3193 382 Grp Volume(v), veh/h 30 191 191 180 432 524 43 203 204 435 296 301 Grp Sat Flow(s),veh/h/ln 587 1777 1734 1000 1870 1383 1781 1777 1750 1728 1777 1798 Q Serve(g_s), s 5.9 10.1 10.4 20.7 25.2 15.9 2.5 9.6 9.9 15.0 15.3 15.4 Cycle Q Clear(g_c), s 31.1 10.1 10.4 31.1 25.2 15.9 2.5 9.6 9.9 15.0 15.3 15.4 Prop In Lane 1.00 0.42 1.00 1.00 1.00 0.37 1.00 0.21
Lane Grp Cap(c), veh/h 113 533 520 273 561 1205 267 672 661 465 644 652 V/C Ratio(X) 0.27 0.36 0.37 0.66 0.77 0.43 0.16 0.30 0.31 0.94 0.46 0.46 Avail Cap(c_a), veh/h 159 674 657 352 709 1424 267 672 661 763 644 652 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 0.48 0.48 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 32.9 33.0 45.3 38.2 23.7 44.4 26.2 26.3 51.4 29.3 29.3 Incr Delay (d2), s/veh 1.2 0.4 0.4 1.4 2.0 0.1 0.3 1.2 1.2 12.7 2.4 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 0.9 4.3 4.3 5.1 11.4 5.0 1.1 4.1 4.2 7.1 6.7 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 33.3 33.5 46.7 40.2 23.8 44.7 27.4 27.5 64.1 31.6 31.6 LnGrp LOS DCCDDCDCCECC
Approach Vol, veh/h 412 1136 450 1032
Approach Delay, s/veh 34.9 33.7 29.1 45.3
Approach LOS CCCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.6 52.9 43.5 25.5 51.0 43.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.5 28.5 48.5 11.5 46.5 48.5 Max Q Clear Time (g_c+I1), s 18.0 12.9 34.1 5.5 18.4 34.1 Green Ext Time (p_c), s 1.2 1.9 2.0 0.0 3.4 4.9
Intersection Summary
HCM 6th Ctrl Delay 37.1
HCM 6th LOS D

3.2-6
Item 1C - Page 363
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 8 14 12 249 378 19
Future Volume (vph) 8 14 12 249 378 19
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-7
Item 1C - Page 364
HCM 6th TWSC Existing (2023) AM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 14 12 249 378 19
Future Vol, veh/h 8 14 12 249 378 19
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 10 17 15 307 467 23

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 826 489 495 0 - 0
Stage 1 484 -----
Stage 2 342 -----
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 342 579 1069 - - -
Stage 1 620 -----
Stage 2 719 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 334 573 1064 - - -
Mov Cap-2 Maneuver 450 -----
Stage 1 608 -----
Stage 2 715 -----

Approach EB NB SB
HCM Control Delay, s 12.1 0.4 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1064 - 450 573 - -
HCM Lane V/C Ratio 0.014 - 0.022 0.03 - -
HCM Control Delay (s) 8.4 - 13.2 11.5 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0 - 0.1 0.1 - -

3.2-8
Item 1C - Page 365
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 24 24 23 212 365 45
Future Volume (vph) 24 24 23 212 365 45
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-9
Item 1C - Page 366
HCM 6th TWSC Existing (2023) AM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 24 24 23 212 365 45
Future Vol, veh/h 24 24 23 212 365 45
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 77 77 77 77 77 77
Heavy Vehicles, % 2 22222
Mvmt Flow 31 31 30 275 474 58

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 848 513 537 0 - 0
Stage 1 508 -----
Stage 2 340 -----
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 332 561 1031 - - -
Stage 1 604 -----
Stage 2 721 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 319 556 1026 - - -
Mov Cap-2 Maneuver 436 -----
Stage 1 583 -----
Stage 2 717 -----

Approach EB NB SB
HCM Control Delay, s 12.9 0.8 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1026 - 436 556 - -
HCM Lane V/C Ratio 0.029 - 0.071 0.056 - -
HCM Control Delay (s) 8.6 - 13.9 11.9 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 0.2 - -

3.2-10
Item 1C - Page 367
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 893 81 301 1551 24 52 19 145 19 26 31 Future Volume (vph) 36 893 81 301 1551 24 52 19 145 19 26 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 13.1 65.0 65.0 32.0 83.9 83.9 23.0 23.0 23.0 23.0 23.0 Total Split (%) 10.9% 54.2% 54.2% 26.7% 69.9% 69.9% 19.2% 19.2% 19.2% 19.2% 19.2% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 112 (93%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

3.2-11
Item 1C - Page 368
______ "i tt .,, "i tt .,,
~ 2(R)
s
: l
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 893 81 301 1551 24 52 19 145 19 26 31 Future Volume (veh/h) 36 893 81 301 1551 24 52 19 145 19 26 31 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 1003 91 338 1743 27 58 21 163 21 29 35 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 169 2160 959 428 2408 1070 152 48 202 120 99 119 Arrive On Green 0.01 0.61 0.61 0.08 0.68 0.68 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 3554 1579 1781 3554 1579 775 368 1567 1192 766 925 Grp Volume(v), veh/h 40 1003 91 338 1743 27 79 0 163 21 0 64 Grp Sat Flow(s),veh/h/ln 1781 1777 1579 1781 1777 1579 1143 0 1567 1192 0 1691 Q Serve(g_s), s 0.7 18.5 2.9 8.2 37.2 0.7 5.3 0.0 12.1 2.0 0.0 4.1 Cycle Q Clear(g_c), s 0.7 18.5 2.9 8.2 37.2 0.7 9.4 0.0 12.1 11.5 0.0 4.1 Prop In Lane 1.00 1.00 1.00 1.00 0.73 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 169 2160 959 428 2408 1070 200 0 202 120 0 218 V/C Ratio(X) 0.24 0.46 0.09 0.79 0.72 0.03 0.40 0.00 0.81 0.17 0.00 0.29 Avail Cap(c_a), veh/h 242 2160 959 657 2408 1070 200 0 202 120 0 218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.1 12.9 9.8 11.9 12.2 6.3 50.6 0.0 50.8 55.1 0.0 47.3 Incr Delay (d2), s/veh 0.7 0.7 0.2 3.6 1.9 0.0 5.8 0.0 27.9 3.1 0.0 3.4 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 6.8 1.0 3.0 12.9 0.2 2.5 0.0 6.2 0.7 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.8 13.6 10.0 15.5 14.2 6.4 56.4 0.0 78.7 58.2 0.0 50.7 LnGrp LOS BBABBAEAEEAD
Approach Vol, veh/h 1134 2108 242 85
Approach Delay, s/veh 13.5 14.3 71.4 52.5
Approach LOS B B E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 16.6 80.4 23.0 8.2 88.8 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 60.5 18.5 8.6 79.4 18.5 Max Q Clear Time (g_c+I1), s 11.2 21.5 14.5 3.7 40.2 15.1 Green Ext Time (p_c), s 0.9 8.3 0.1 0.0 18.6 0.3
Intersection Summary
HCM 6th Ctrl Delay 18.8
HCM 6th LOS B

3.2-12
Item 1C - Page 369
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 66 768 86 59 723 138 74 194 81 138 143 32 Future Volume (vph) 66 768 86 59 723 138 74 194 81 138 143 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 20.0 59.0 19.0 58.0 42.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 16.7% 49.2% 15.8% 48.3% 35.0% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

3.2-13
Item 1C - Page 370
------ ~ t~ --~ t~ --~ t ~ ~ t
: l
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 768 86 59 723 138 74 194 81 138 143 32 Future Volume (veh/h) 66 768 86 59 723 138 74 194 81 138 143 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 808 91 62 761 145 78 204 85 145 151 34 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, % 222222222222
Cap, veh/h 22 1653 186 20 1525 290 355 538 453 308 538 453 Arrive On Green 0.02 1.00 1.00 0.02 1.00 1.00 0.57 0.57 0.57 0.57 0.57 0.57 Sat Flow, veh/h 1781 3218 362 1781 2975 567 1195 1870 1577 1088 1870 1577 Grp Volume(v), veh/h 69 446 453 62 454 452 78 204 85 145 151 34 Grp Sat Flow(s),veh/h/ln 1781 1777 1803 1781 1777 1765 1195 1870 1577 1088 1870 1577 Q Serve(g_s), s 1.5 0.0 0.0 1.4 0.0 0.0 4.6 7.1 3.1 11.9 4.9 1.1 Cycle Q Clear(g_c), s 1.5 0.0 0.0 1.4 0.0 0.0 9.5 7.1 3.1 19.0 4.9 1.1 Prop In Lane 1.00 0.20 1.00 0.32 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 22 913 926 20 911 905 355 538 453 308 538 453 V/C Ratio(X) 3.10 0.49 0.49 3.06 0.50 0.50 0.22 0.38 0.19 0.47 0.28 0.08 Avail Cap(c_a), veh/h 186 913 926 171 911 905 355 538 453 308 538 453 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 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 58.5 0.0 0.0 58.6 0.0 0.0 21.6 19.7 18.8 24.8 19.2 18.4 Incr Delay (d2), s/veh 970.8 1.9 1.8 952.6 2.0 2.0 1.4 2.0 0.9 5.1 1.3 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 6.7 0.5 0.5 6.0 0.5 0.5 1.2 2.9 1.2 2.6 2.1 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1029.3 1.9 1.8 1011.3 2.0 2.0 23.0 21.7 19.7 29.9 20.5 18.7 LnGrp LOS F A A F A A C C B C C B
Approach Vol, veh/h 968 968 367 330
Approach Delay, s/veh 75.1 66.6 21.5 24.5
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 69.1 42.0 9.0 69.0 42.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 54.5 37.5 15.5 53.5 37.5 Max Q Clear Time (g_c+I1), s 4.4 3.0 22.0 4.5 3.0 12.5
Green Ext Time (p_c), s 0.1 6.1 1.2 0.1 6.2 1.6
Intersection Summary
HCM 6th Ctrl Delay 58.2
HCM 6th LOS E

3.2-14
Item 1C - Page 371
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 774 4 6 734 89 9 4 2 103 1 39
Future Volume (vph) 30 774 4 6 734 89 9 4 2 103 1 39
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 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 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 10.0 27.8 9.6 27.4 22.6 22.6 22.6 22.6
Total Split (%) 16.7% 46.3% 16.0% 45.7% 37.7% 37.7% 37.7% 37.7% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 32 (53%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

3.2-15
Item 1C - Page 372
------ ~ t~ ---~ t~
f 01

9.6s
lOs
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 774 4 6 734 89 9 4 2 103 1 39 Future Volume (veh/h) 30 774 4 6 734 89 9 4 2 103 1 39
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 806 4 6 765 93 9 4 2 107 1 41
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, % 222222222222
Cap, veh/h 250 1506 7 290 1242 151 434 295 148 469 9 389 Arrive On Green 0.00 0.42 0.42 0.00 0.39 0.39 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3626 18 1781 3187 387 1357 1174 587 1402 38 1544 Grp Volume(v), veh/h 31 395 415 6 426 432 9 0 6 107 0 42 Grp Sat Flow(s),veh/h/ln 1781 1777 1867 1781 1777 1798 1357 0 1761 1402 0 1582 Q Serve(g_s), s 0.1 10.0 10.0 0.1 11.6 11.6 0.3 0.0 0.2 3.7 0.0 1.2 Cycle Q Clear(g_c), s 0.1 10.0 10.0 0.1 11.6 11.6 1.5 0.0 0.2 3.9 0.0 1.2 Prop In Lane 1.00 0.01 1.00 0.22 1.00 0.33 1.00 0.98
Lane Grp Cap(c), veh/h 250 738 776 290 692 701 434 0 443 469 0 398 V/C Ratio(X) 0.12 0.54 0.54 0.02 0.62 0.62 0.02 0.00 0.01 0.23 0.00 0.11 Avail Cap(c_a), veh/h 321 738 776 349 692 701 434 0 443 469 0 398 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) 0.62 0.62 0.62 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.0 13.2 13.2 12.8 14.7 14.7 17.8 0.0 16.9 18.3 0.0 17.3 Incr Delay (d2), s/veh 0.1 1.7 1.6 0.0 4.1 4.0 0.1 0.0 0.1 1.1 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 3.5 3.6 0.0 4.5 4.5 0.1 0.0 0.1 1.2 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.1 14.9 14.8 12.8 18.8 18.7 17.9 0.0 16.9 19.4 0.0 17.8 LnGrp LOS BBBBBBBABBAB
Approach Vol, veh/h 841 864 15 149
Approach Delay, s/veh 15.0 18.7 17.5 19.0
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 32.4 22.6 6.5 30.9 22.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.3 18.1 5.5 22.9 18.1 Max Q Clear Time (g_c+I1), s 3.1 13.0 6.9 3.1 14.6 4.5
Green Ext Time (p_c), s 0.0 3.3 0.3 0.0 3.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B

3.2-16
Item 1C - Page 373
------ ~ t~ --~ t~
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 264 58 123 252 407 46 518 142 407 384 33 Future Volume (vph) 36 264 58 123 252 407 46 518 142 407 384 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 9.5 22.5 9.5 22.5 Total Split (s) 42.4 42.4 42.4 42.4 32.5 17.0 45.1 32.5 60.6 Total Split (%) 35.3% 35.3% 35.3% 35.3% 27.1% 14.2% 37.6% 27.1% 50.5% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 34.8 (29%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

3.2-17
Item 1C - Page 374
+- t
------ ~ t~ ~ t~
~ 01 t 02(R b
• 4ia4

32.Ss I 145.ls I I 42.4s I I
+ 06 (R} "'\ 05
&
• 9 08

60.6s I 117s I I 42.4s I I
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 264 58 123 252 407 46 518 142 407 384 33 Future Volume (veh/h) 36 264 58 123 252 407 46 518 142 407 384 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 311 68 145 296 479 54 609 167 479 452 39 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, % 222222222222
Cap, veh/h 139 737 159 223 475 1111 207 1135 311 508 1464 126 Arrive On Green 0.25 0.25 0.25 0.25 0.25 0.25 0.12 0.41 0.41 0.15 0.44 0.44 Sat Flow, veh/h 696 2904 626 1002 1870 2762 1781 2754 754 3456 3310 284 Grp Volume(v), veh/h 42 189 190 145 296 479 54 392 384 479 242 249 Grp Sat Flow(s),veh/h/ln 696 1777 1753 1002 1870 1381 1781 1777 1731 1728 1777 1817 Q Serve(g_s), s 6.8 10.6 10.9 17.0 16.8 15.1 3.3 20.0 20.1 16.5 10.5 10.6 Cycle Q Clear(g_c), s 23.7 10.6 10.9 27.9 16.8 15.1 3.3 20.0 20.1 16.5 10.5 10.6 Prop In Lane 1.00 0.36 1.00 1.00 1.00 0.44 1.00 0.16
Lane Grp Cap(c), veh/h 139 451 445 223 475 1111 207 732 713 508 786 804 V/C Ratio(X) 0.30 0.42 0.43 0.65 0.62 0.43 0.26 0.54 0.54 0.94 0.31 0.31 Avail Cap(c_a), veh/h 165 517 510 260 544 1213 207 732 713 720 786 804 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.2 37.4 37.5 49.2 39.7 26.1 48.3 26.6 26.7 50.7 21.6 21.6 Incr Delay (d2), s/veh 1.2 0.6 0.7 3.6 1.4 0.2 0.7 2.8 2.9 16.9 1.0 1.0 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 1.2 4.6 4.6 4.4 7.7 4.8 1.5 8.6 8.5 8.1 4.4 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.4 38.0 38.1 52.8 41.1 26.3 49.0 29.4 29.6 67.6 22.6 22.6 LnGrp LOS DDDDDCDCCECC
Approach Vol, veh/h 421 920 830 970
Approach Delay, s/veh 39.4 35.2 30.8 44.8
Approach LOS DDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.1 56.9 37.9 21.5 60.6 37.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.0 40.6 37.9 12.5 56.1 37.9 Max Q Clear Time (g_c+I1), s 19.5 23.1 26.7 6.3 13.6 30.9 Green Ext Time (p_c), s 1.2 4.2 1.7 0.0 2.8 2.5
Intersection Summary
HCM 6th Ctrl Delay 37.6
HCM 6th LOS D

3.2-18
Item 1C - Page 375
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 17 11 28 370 302 17
Future Volume (vph) 17 11 28 370 302 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-19
Item 1C - Page 376
HCM 6th TWSC Existing (2023) PM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 11 28 370 302 17
Future Vol, veh/h 17 11 28 370 302 17
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 2 22222
Mvmt Flow 19 12 31 416 339 19

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 837 359 363 0 - 0
Stage 1 354 -----
Stage 2 483 -----
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 337 685 1196 - - -
Stage 1 710 -----
Stage 2 620 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 325 678 1190 - - -
Mov Cap-2 Maneuver 444 -----
Stage 1 688 -----
Stage 2 617 -----

Approach EB NB SB
HCM Control Delay, s 12.3 0.6 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1190 - 444 678 - -
HCM Lane V/C Ratio 0.026 - 0.043 0.018 - -
HCM Control Delay (s) 8.1 - 13.5 10.4 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.1 0.1 - -

3.2-20
Item 1C - Page 377
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 36 35 22 361 292 4
Future Volume (vph) 36 35 22 361 292 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-21
Item 1C - Page 378
HCM 6th TWSC Existing (2023) PM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 35 22 361 292 4
Future Vol, veh/h 36 35 22 361 292 4
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 38 36 23 376 304 4

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 738 316 313 0 - 0
Stage 1 311 -----
Stage 2 427 -----
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 385 724 1247 - - -
Stage 1 743 -----
Stage 2 658 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 374 717 1241 - - -
Mov Cap-2 Maneuver 484 -----
Stage 1 725 -----
Stage 2 655 -----

Approach EB NB SB
HCM Control Delay, s 11.7 0.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1241 - 484 717 - -
HCM Lane V/C Ratio 0.018 - 0.077 0.051 - -
HCM Control Delay (s) 8 - 13.1 10.3 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0.2 - -

3.2-22
Item 1C - Page 379
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 1438 88 186 1090 25 105 18 306 41 18 32 Future Volume (vph) 44 1438 88 186 1090 25 105 18 306 41 18 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 11.2 69.4 69.4 21.6 79.8 79.8 29.0 29.0 29.0 29.0 29.0 Total Split (%) 9.3% 57.8% 57.8% 18.0% 66.5% 66.5% 24.2% 24.2% 24.2% 24.2% 24.2% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 92 (77%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

3.2-23
Item 1C - Page 380
+- t
------ ~ tt .,, ~ tt .,,
f 01
2L6s
1L2s
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 1438 88 186 1090 25 105 18 306 41 18 32 Future Volume (veh/h) 44 1438 88 186 1090 25 105 18 306 41 18 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 1580 97 204 1198 27 115 20 336 45 20 35 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, % 222222222222
Cap, veh/h 272 2084 925 219 2221 987 236 31 282 122 109 190 Arrive On Green 0.01 0.59 0.59 0.05 0.63 0.63 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3554 1578 1781 3554 1579 1005 175 1572 1023 607 1062 Grp Volume(v), veh/h 48 1580 97 204 1198 27 135 0 336 45 0 55 Grp Sat Flow(s),veh/h/ln 1781 1777 1578 1781 1777 1579 1180 0 1572 1023 0 1669 Q Serve(g_s), s 1.0 39.7 3.3 5.3 22.9 0.8 10.9 0.0 21.5 5.2 0.0 3.4 Cycle Q Clear(g_c), s 1.0 39.7 3.3 5.3 22.9 0.8 14.2 0.0 21.5 19.4 0.0 3.4 Prop In Lane 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.64
Lane Grp Cap(c), veh/h 272 2084 925 219 2221 987 267 0 282 122 0 299 V/C Ratio(X) 0.18 0.76 0.10 0.93 0.54 0.03 0.51 0.00 1.19 0.37 0.00 0.18 Avail Cap(c_a), veh/h 313 2084 925 345 2221 987 267 0 282 122 0 299 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 13.9 18.5 10.9 24.7 12.7 8.6 47.8 0.0 49.3 55.4 0.0 41.8 Incr Delay (d2), s/veh 0.3 2.6 0.2 23.1 0.9 0.1 6.7 0.0 116.4 8.4 0.0 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 0.3 15.3 1.1 4.8 8.4 0.3 4.2 0.0 17.3 1.6 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.2 21.1 11.2 47.8 13.7 8.6 54.5 0.0 165.6 63.8 0.0 43.2 LnGrp LOS B C B D B A D A F E A D
Approach Vol, veh/h 1725 1429 471 100
Approach Delay, s/veh 20.4 18.4 133.8 52.4
Approach LOS C B F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.1 77.9 29.0 8.5 82.5 29.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 17.1 64.9 24.5 6.7 75.3 24.5 Max Q Clear Time (g_c+I1), s 8.3 42.7 22.4 4.0 25.9 24.5 Green Ext Time (p_c), s 0.3 12.4 0.1 0.0 10.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C

3.2-24
Item 1C - Page 381
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
APPENDIX 3.3: TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS

Item 1C - Page 382

URBAN CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
This Page Intentionally Left Blank

Item 1C - Page 383

URBAN CROSSROADS
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( 2023) AM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 658 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 22 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 65822
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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\01 - Existing\04R_AM.xls\Fig 4C-4 (Rural Peak) 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( 2023) PM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 717 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 28 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 71728
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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\01 - Existing\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-1
Item 1C - Page 384
----- ---- - ---- - - 1 --+------+---+-----+---+-----+--------< 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( 2023) AM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 645 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 48 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 645
48 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\01 - Existing\05R_AM.xls\Fig 4C-4 (Rural Peak) 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( 2023) PM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 679 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 71 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 679
71 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\01 - Existing\05R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-2
Item 1C - Page 385
----- ----- ---- --1'---------+------+----------+----+-------+------+---------- 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 + Project AM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 773 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 90 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 773
90 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\02 - EP\04R_AM.xls\Fig 4C-4 (Rural Peak) 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 + Project PM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 826 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 93 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 826
93 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\02 - EP\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-3
Item 1C - Page 386
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 + Project AM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 717 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 55 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 717
55 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\02 - EP\05R_AM.xls\Fig 4C-4 (Rural Peak) 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 + Project PM Peak Hour Warrants Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 753 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 78 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 753
78 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\02 - EP\05R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-4
Item 1C - Page 387
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project AM Peak Hour Warrants Major Street Name = Indian Springs Rd. Total of Both Approaches (VPH) = 177 Number of Approach Lanes on Major Street = 1
Minor Street Name = Dwy. 3 High Volume Approach (VPH) = 87 Number of Approach Lanes On Minor Street = 1
IntersectionID:#9
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\02 - EP\09U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing + Project PM Peak Hour Warrants Major Street Name = Indian Springs Rd. Total of Both Approaches (VPH) = 187 Number of Approach Lanes on Major Street = 1
Minor Street Name = Dwy. 3 High Volume Approach (VPH) = 85 Number of Approach Lanes On Minor Street = 1
IntersectionID:#9
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\02 - EP\09U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-5
Item 1C - Page 388
"
'-
"
'-
~ "' , ... 0.-. 'Cl "-., ... '
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~~ °" '
In ... .....,
~
.........
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...,
~ ~ .... '- '
........
~ ~ ~ ~ ;..._ "-
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........., ." ........... ,.__ ,.__ ~ r---~ ~
r..........._
'
,._ ;,,...
""" ~
---- ---~
--- -...._
""'I r-.... ,..,_ r--.
?'---. ).....__ -r---
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 = EAC (2025) AM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 745 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 23 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 74523
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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\03 - EAC\04R_AM.xls\Fig 4C-4 (Rural Peak) 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 = EAC (2025) PM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 818 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 29 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 81829
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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\03 - EAC\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-6
Item 1C - Page 389
----- ----- ---- ----- ---- l '---------+-+------+----+---------< 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 = EAC (2025) AM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 732 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 50 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 732
50 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\03 - EAC\05R_AM.xls\Fig 4C-4 (Rural Peak) 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 = EAC (2025) PM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 777 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 73 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 777
73 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\03 - EAC\05R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-7
Item 1C - Page 390
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 = EAPC (2025) AM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 860 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 91 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 860
91 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\04 - EAPC\04R_AM.xls\Fig 4C-4 (Rural Peak) 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 = EAPC (2025) PM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 927 Number of Approach Lanes Major Street = 1
Minor Street Name = Indian Springs Rd. High Volume Approach (VPH) = 92 Number of Approach Lanes Minor Street = 1
IntersectionID:#4
(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 927
92 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\04 - EAPC\04R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-8
Item 1C - Page 391
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 = EAPC (2025) AM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 804 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 57 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 804
57 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\04 - EAPC\05R_AM.xls\Fig 4C-4 (Rural Peak) 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 = EAPC (2025) PM Peak Hour Warrants
Major Street Name = Crossley Rd. Total of Both Approaches (VPH) = 851 Number of Approach Lanes Major Street = 1
Minor Street Name = Sunny Dunes Rd. High Volume Approach (VPH) = 80 Number of Approach Lanes Minor Street = 1
IntersectionID:#5
(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 851
80 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\04 - EAPC\05R_PM.xls\Fig 4C-4 (Rural Peak)

3.3-9
Item 1C - Page 392
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAPC (2025) AM Peak Hour Warrants
Major Street Name = Indian Springs Rd. Total of Both Approaches (VPH) = 179 Number of Approach Lanes on Major Street = 1
Minor Street Name = Dwy. 3 High Volume Approach (VPH) = 87 Number of Approach Lanes On Minor Street = 1
IntersectionID:#9
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\04 - EAPC\09U_AM.xls\Fig 4C-3 (Urban Peak) California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAPC (2025) PM Peak Hour Warrants
Major Street Name = Indian Springs Rd. Total of Both Approaches (VPH) = 190 Number of Approach Lanes on Major Street = 1
Minor Street Name = Dwy. 3 High Volume Approach (VPH) = 85 Number of Approach Lanes On Minor Street = 1
IntersectionID:#9
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane

SIGNAL WARRANT NOT SATISFIED
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 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
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\04 - EAPC\09U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-10
Item 1C - Page 393
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California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Palm Springs CHK DATE
Major Street: Indian Springs Rd. Critical Approach Speed (Major) 35 mph Minor Street: Dwy. 3 Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 2,434 vpd Minor Street Future ADT = 1,486 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 2,434 1 1,486 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 2,434 1 1,486 12,000 8,400 1,200 * 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
30% 20%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT
EP
JC 11/08/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\Daily.xlsx\09_EP California MUTCD (FHWA's MUTCD 2014, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
___ ___ ___ ___ TRAFFIC CONDITIONS

DIST CO RTE PM CALC DATE
Jurisdiction: City of Palm Springs CHK DATE
Major Street: Indian Springs Rd. Critical Approach Speed (Major) 35 mph Minor Street: Dwy. 3 Critical Approach Speed (Minor) 30 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 2,472 vpd Minor Street Future ADT = 1,486 vpd Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…... or
In built up area of isolated community of < 10,000 population …………….….….

Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 2,472 1 1,486 8,000 5,600 2,400 1,680
2 + 1 9,600 6,720 2,400 1,680
2 + 2 + 9,600 6,720 3,200 2,240
1 2 + 8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 2,472 1 1,486 12,000 8,400 1,200 * 850
2 + 1 14,400 10,080 1,200 850
2 + 2 + 14,400 10,080 1,600 1,120
1 2 + 12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
31% 21%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX ADT
EAPC
JC 11/08/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15100-15500\_15500\15579\Warrants\Daily.xlsx\09_EAPC

3.3-11
Item 1C - Page 394
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
This Page Intentionally Left Blank

3.3-12
Item 1C - Page 395

URBAN CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
APPENDIX 5.1: E+P CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

Item 1C - Page 396

URBAN CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
This Page Intentionally Left Blank

Item 1C - Page 397

URBAN CROSSROADS
Lanes, Volumes, Timings Existing + Project AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 105 628 79 63 889 102 88 128 59 169 214 159 Future Volume (vph) 105 628 79 63 889 102 88 128 59 169 214 159 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 45.0 45.0 45.0 Total Split (s) 20.3 55.6 19.4 54.7 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 16.9% 46.3% 16.2% 45.6% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

5.1-1
Item 1C - Page 398
+- t
------ ~ t~ ---~ t~ t t
f 01 ---+Jzl2 (Rl • t.~4

19.4s I I 55.6s I I 45s I I
.,> ~ 5 +- ~08 ~ 6 (Rl • 20.3s I 154.7s I 145s I I
HCM 6th Signalized Intersection Summary Existing + Project AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 628 79 63 889 102 88 128 59 169 214 159 Future Volume (veh/h) 105 628 79 63 889 102 88 128 59 169 214 159 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 127 757 95 76 1071 123 106 154 71 204 258 192 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 115 1545 194 24 1397 160 232 584 493 349 584 493 Arrive On Green 0.13 0.97 0.97 0.01 0.44 0.44 0.31 0.31 0.31 0.10 0.10 0.10 Sat Flow, veh/h 1781 3175 398 1781 3210 368 940 1870 1577 1153 1870 1577 Grp Volume(v), veh/h 127 424 428 76 592 602 106 154 71 204 258 192 Grp Sat Flow(s),veh/h/ln 1781 1777 1796 1781 1777 1802 940 1870 1577 1153 1870 1577 Q Serve(g_s), s 7.8 1.5 1.5 1.6 33.9 34.0 12.5 7.4 3.9 20.7 15.6 13.6 Cycle Q Clear(g_c), s 7.8 1.5 1.5 1.6 33.9 34.0 28.0 7.4 3.9 28.1 15.6 13.6 Prop In Lane 1.00 0.22 1.00 0.20 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 115 865 874 24 774 784 232 584 493 349 584 493 V/C Ratio(X) 1.10 0.49 0.49 3.19 0.77 0.77 0.46 0.26 0.14 0.58 0.44 0.39 Avail Cap(c_a), veh/h 190 865 874 177 774 784 232 584 493 349 584 493 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 0.8 0.8 59.2 28.7 28.7 45.2 30.9 29.7 53.2 44.0 43.1 Incr Delay (d2), s/veh 88.3 2.0 2.0 1010.5 7.1 7.1 6.4 1.1 0.6 7.0 2.4 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 6.0 0.8 0.8 7.4 15.1 15.3 3.2 3.4 1.5 7.0 8.2 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 140.5 2.8 2.8 1069.7 35.8 35.8 51.5 32.0 30.3 60.2 46.4 45.4 LnGrp LOS F A A F DDDCCEDD
Approach Vol, veh/h 979 1270 331 654
Approach Delay, s/veh 20.7 97.7 37.9 50.4
Approach LOS C F D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.1 65.9 45.0 15.2 59.8 45.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.9 51.1 40.5 15.8 50.2 40.5 Max Q Clear Time (g_c+I1), s 4.6 4.5 31.1 10.8 37.0 31.0 Green Ext Time (p_c), s 0.1 5.6 2.0 0.1 6.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 58.7
HCM 6th LOS E

5.1-2
Item 1C - Page 399
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings Existing + Project AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\02 - With Improvements_EP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 105 628 79 63 889 102 88 128 59 169 214 159 Future Volume (vph) 105 628 79 63 889 102 88 128 59 169 214 159 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 150 90 90 150 100
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 6 8 8 4 4
Detector Phase 5 2 166888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 45.0 45.0 45.0 Total Split (s) 22.0 55.8 19.2 53.0 53.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 18.3% 46.5% 16.0% 44.2% 44.2% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

5.1-3
Item 1C - Page 400
+- t
------ ~ t~ --~ tt .,, t t
---+gi2 (Rl • ,('" rlil f.ro4

55.Ss I 119.2s I I 45s I I
.,)- rliS ~
~08 06 (R}
• 22s I I 53s I I 45s I I
HCM 6th Signalized Intersection Summary Existing + Project AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\02 - With Improvements_EP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 105 628 79 63 889 102 88 128 59 169 214 159 Future Volume (veh/h) 105 628 79 63 889 102 88 128 59 169 214 159 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 127 757 95 76 1071 123 106 154 71 204 258 192 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 121 1278 160 174 1536 681 232 584 493 349 584 493 Arrive On Green 0.14 0.81 0.81 0.10 0.43 0.43 0.31 0.31 0.31 0.10 0.10 0.10 Sat Flow, veh/h 1781 3174 398 1781 3554 1576 940 1870 1577 1153 1870 1577 Grp Volume(v), veh/h 127 424 428 76 1071 123 106 154 71 204 258 192 Grp Sat Flow(s),veh/h/ln 1781 1777 1796 1781 1777 1576 940 1870 1577 1153 1870 1577 Q Serve(g_s), s 8.1 10.7 10.7 4.8 29.4 5.8 12.5 7.4 3.9 20.7 15.6 13.6 Cycle Q Clear(g_c), s 8.1 10.7 10.7 4.8 29.4 5.8 28.0 7.4 3.9 28.1 15.6 13.6 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 121 715 723 174 1536 681 232 584 493 349 584 493 V/C Ratio(X) 1.05 0.59 0.59 0.44 0.70 0.18 0.46 0.26 0.14 0.58 0.44 0.39 Avail Cap(c_a), veh/h 215 715 723 174 1536 681 232 584 493 349 584 493 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.9 8.0 8.0 51.0 27.7 21.0 45.2 30.9 29.7 53.2 44.0 43.1 Incr Delay (d2), s/veh 63.5 3.6 3.6 1.7 2.6 0.6 6.4 1.1 0.6 7.0 2.4 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 5.4 3.2 3.2 2.2 12.3 2.2 3.2 3.4 1.5 7.0 8.2 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 115.3 11.6 11.6 52.8 30.3 21.6 51.5 32.0 30.3 60.2 46.4 45.4 LnGrp LOS F B B DCCDCCEDD
Approach Vol, veh/h 979 1270 331 654
Approach Delay, s/veh 25.1 30.8 37.9 50.4
Approach LOS CCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.2 55.8 45.0 15.6 59.4 45.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.7 51.3 40.5 17.5 48.5 40.5 Max Q Clear Time (g_c+I1), s 7.8 13.7 31.1 11.1 32.4 31.0 Green Ext Time (p_c), s 0.1 5.5 2.0 0.1 6.8 1.0
Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C

5.1-4
Item 1C - Page 401
------ ~ ~ ~ " ~ ~ t ~ ~ t
Lanes, Volumes, Timings Existing + Project AM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 24 672 14 21 936 98 2 3 1 132 11 48 Future Volume (vph) 24 672 14 21 936 98 2 3 1 132 11 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.9 9.6 28.0 22.5 22.5 22.5 22.5
Total Split (%) 15.8% 46.5% 16.0% 46.7% 37.5% 37.5% 37.5% 37.5% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 45.1 (75%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

5.1-5
Item 1C - Page 402
+- t
------ ~ t~ ---~ t~

9.6s

9.Ss
HCM 6th Signalized Intersection Summary Existing + Project AM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 672 14 21 936 98 2 3 1 132 11 48 Future Volume (veh/h) 24 672 14 21 936 98 2 3 1 132 11 48 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 830 17 26 1156 121 2 4 1 163 14 59 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 176 1409 29 261 1273 133 403 361 90 468 78 328 Arrive On Green 0.00 0.40 0.40 0.00 0.78 0.78 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3561 73 1781 3245 339 1320 1442 361 1403 312 1313 Grp Volume(v), veh/h 30 414 433 26 632 645 2 0 5 163 0 73 Grp Sat Flow(s),veh/h/ln 1781 1777 1857 1781 1777 1807 1320 0 1803 1403 0 1625 Q Serve(g_s), s 0.1 11.0 11.0 0.1 15.9 16.1 0.1 0.0 0.1 5.9 0.0 2.1 Cycle Q Clear(g_c), s 0.1 11.0 11.0 0.1 15.9 16.1 2.2 0.0 0.1 6.1 0.0 2.1 Prop In Lane 1.00 0.04 1.00 0.19 1.00 0.20 1.00 0.81
Lane Grp Cap(c), veh/h 176 703 735 261 697 709 403 0 451 468 0 406 V/C Ratio(X) 0.17 0.59 0.59 0.10 0.91 0.91 0.00 0.00 0.01 0.35 0.00 0.18 Avail Cap(c_a), veh/h 233 703 735 320 697 709 403 0 451 468 0 406 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.8 14.3 14.3 18.0 5.6 5.7 18.5 0.0 16.9 19.2 0.0 17.7 Incr Delay (d2), s/veh 0.3 2.6 2.5 0.2 17.7 17.8 0.0 0.0 0.0 2.0 0.0 1.0 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 0.3 4.0 4.2 0.2 5.1 5.2 0.0 0.0 0.1 2.0 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 16.9 16.8 18.1 23.4 23.5 18.6 0.0 17.0 21.2 0.0 18.6 LnGrp LOS C B B B C C B A B C A B
Approach Vol, veh/h 877 1303 7 236
Approach Delay, s/veh 17.1 23.3 17.4 20.4
Approach LOS B C B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 31.2 22.5 6.5 31.0 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.4 18.0 5.0 23.5 18.0 Max Q Clear Time (g_c+I1), s 3.1 14.0 9.1 3.1 19.1 5.2
Green Ext Time (p_c), s 0.0 3.3 0.5 0.0 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 20.8
HCM 6th LOS C

5.1-6
Item 1C - Page 403
------ ~ t~ --~ t~
Lanes, Volumes, Timings Existing + Project AM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 273 68 157 383 446 36 278 71 372 448 54 Future Volume (vph) 25 273 68 157 383 446 36 278 71 372 448 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 9.5 22.5 9.5 22.5 Total Split (s) 54.0 54.0 54.0 54.0 33.0 16.0 33.0 33.0 50.0 Total Split (%) 45.0% 45.0% 45.0% 45.0% 27.5% 13.3% 27.5% 27.5% 41.7% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 107.9 (90%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

5.1-7
Item 1C - Page 404
------ ~ t~ ---~ t 7'7' ~ t~
I ~., J...f •z(RJ
: I ••(R) I J,;: 05 : l
HCM 6th Signalized Intersection Summary Existing + Project AM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 273 68 157 383 446 36 278 71 372 448 54 Future Volume (veh/h) 25 273 68 157 383 446 36 278 71 372 448 54 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 325 81 187 456 531 43 331 85 443 533 64 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, % 222222222222
Cap, veh/h 110 896 220 282 593 1259 252 1007 255 472 1131 135 Arrive On Green 0.32 0.32 0.32 0.21 0.21 0.21 0.14 0.36 0.36 0.14 0.35 0.35 Sat Flow, veh/h 570 2825 694 978 1870 2768 1781 2806 710 3456 3193 382 Grp Volume(v), veh/h 30 203 203 187 456 531 43 208 208 443 296 301 Grp Sat Flow(s),veh/h/ln 570 1777 1742 978 1870 1384 1781 1777 1739 1728 1777 1798 Q Serve(g_s), s 6.1 10.5 10.8 22.3 27.5 16.6 2.5 10.2 10.5 15.2 15.5 15.6 Cycle Q Clear(g_c), s 33.6 10.5 10.8 33.1 27.5 16.6 2.5 10.2 10.5 15.2 15.5 15.6 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.41 1.00 0.21
Lane Grp Cap(c), veh/h 110 563 552 282 593 1259 252 638 624 472 629 637 V/C Ratio(X) 0.27 0.36 0.37 0.66 0.77 0.42 0.17 0.33 0.33 0.94 0.47 0.47 Avail Cap(c_a), veh/h 150 689 675 351 725 1454 252 638 624 734 629 637 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.44 0.44 0.44 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.7 31.6 31.7 50.6 43.1 25.9 45.3 27.9 28.0 51.3 30.0 30.1 Incr Delay (d2), s/veh 1.3 0.4 0.4 1.5 1.8 0.1 0.3 1.4 1.4 14.5 2.5 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.5 4.5 5.7 13.3 5.7 1.1 4.4 4.5 7.4 6.8 6.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 54.1 32.0 32.1 52.1 44.9 26.0 45.7 29.3 29.5 65.8 32.5 32.6 LnGrp LOS DCCDDCDCCECC
Approach Vol, veh/h 436 1174 459 1040
Approach Delay, s/veh 33.6 37.5 30.9 46.7
Approach LOS CDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.9 50.6 45.5 24.5 50.0 45.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 28.5 28.5 49.5 11.5 45.5 49.5 Max Q Clear Time (g_c+I1), s 18.2 13.5 36.6 5.5 18.6 36.1 Green Ext Time (p_c), s 1.2 1.9 2.0 0.0 3.4 4.9
Intersection Summary
HCM 6th Ctrl Delay 39.1
HCM 6th LOS D

5.1-8
Item 1C - Page 405
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings Existing + Project AM Peak Hour 4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 76 14 116 219 419 19
Future Volume (vph) 76 14 116 219 419 19
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-9
Item 1C - Page 406
HCM 6th TWSC Existing + Project AM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 76 14 116 219 419 19
Future Vol, veh/h 76 14 116 219 419 19
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 94 17 143 270 517 23

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1095 539 545 0 - 0
Stage 1 534 -----
Stage 2 561 -----
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 236 542 1024 - - -
Stage 1 588 -----
Stage 2 571 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 201 537 1019 - - -
Mov Cap-2 Maneuver 335 -----
Stage 1 503 -----
Stage 2 568 -----

Approach EB NB SB
HCM Control Delay, s 18.7 3.2 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1019 - 335 537 - -
HCM Lane V/C Ratio 0.141 - 0.28 0.032 - -
HCM Control Delay (s) 9.1 - 19.9 11.9 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.5 - 1.1 0.1 - -

5.1-10
Item 1C - Page 407
Lanes, Volumes, Timings Existing + Project AM Peak Hour 5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 24 31 29 244 399 45
Future Volume (vph) 24 31 29 244 399 45
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-11
Item 1C - Page 408
HCM 6th TWSC Existing + Project AM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 24 31 29 244 399 45
Future Vol, veh/h 24 31 29 244 399 45
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 77 77 77 77 77 77
Heavy Vehicles, % 2 22222
Mvmt Flow 31 40 38 317 518 58

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 950 557 581 0 - 0
Stage 1 552 -----
Stage 2 398 -----
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 289 530 993 - - -
Stage 1 577 -----
Stage 2 678 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 275 525 988 - - -
Mov Cap-2 Maneuver 400 -----
Stage 1 552 -----
Stage 2 675 -----

Approach EB NB SB
HCM Control Delay, s 13.4 0.9 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 988 - 400 525 - -
HCM Lane V/C Ratio 0.038 - 0.078 0.077 - -
HCM Control Delay (s) 8.8 - 14.8 12.4 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0.2 - -

5.1-12
Item 1C - Page 409
Lanes, Volumes, Timings Existing + Project AM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 893 101 315 1551 24 71 19 158 19 26 31 Future Volume (vph) 36 893 101 315 1551 24 71 19 158 19 26 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 13.2 61.3 61.3 34.0 82.1 82.1 24.7 24.7 24.7 24.7 24.7 Total Split (%) 11.0% 51.1% 51.1% 28.3% 68.4% 68.4% 20.6% 20.6% 20.6% 20.6% 20.6% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 45.1 (38%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

5.1-13
Item 1C - Page 410
+- t
------ ~ tt .,, ~ tt .,,
f 0 1 J:.
' 04
~2 (Rl • 34s I l !iL3s I 124.7s I I
.,)- 05 & ~roe ~ 06 (Rl • 13.2s I 1 ., ls I 124.7s I I
HCM 6th Signalized Intersection Summary Existing + Project AM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 893 101 315 1551 24 71 19 158 19 26 31 Future Volume (veh/h) 36 893 101 315 1551 24 71 19 158 19 26 31 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 1003 113 354 1743 27 80 21 178 21 29 35 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 162 2081 924 422 2358 1048 176 38 225 114 110 133 Arrive On Green 0.01 0.59 0.59 0.08 0.66 0.66 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1781 3554 1578 1781 3554 1579 856 268 1568 1177 767 925 Grp Volume(v), veh/h 40 1003 113 354 1743 27 101 0 178 21 0 64 Grp Sat Flow(s),veh/h/ln 1781 1777 1578 1781 1777 1579 1124 0 1568 1177 0 1692 Q Serve(g_s), s 0.7 19.6 3.8 9.1 38.9 0.7 7.7 0.0 13.2 2.1 0.0 4.0 Cycle Q Clear(g_c), s 0.7 19.6 3.8 9.1 38.9 0.7 11.7 0.0 13.2 13.8 0.0 4.0 Prop In Lane 1.00 1.00 1.00 1.00 0.79 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 162 2081 924 422 2358 1048 215 0 225 114 0 243 V/C Ratio(X) 0.25 0.48 0.12 0.84 0.74 0.03 0.47 0.00 0.79 0.18 0.00 0.26 Avail Cap(c_a), veh/h 236 2081 924 667 2358 1048 215 0 225 114 0 243 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 20.4 14.4 11.1 14.1 13.3 6.9 50.5 0.0 49.7 55.6 0.0 45.8 Incr Delay (d2), s/veh 0.8 0.8 0.3 5.4 2.1 0.0 7.2 0.0 24.2 3.5 0.0 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 0.5 7.4 1.3 3.9 13.8 0.2 3.3 0.0 6.5 0.7 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.1 15.2 11.4 19.5 15.5 7.0 57.7 0.0 73.9 59.2 0.0 48.4 LnGrp LOS C BBBBAEAEEAD
Approach Vol, veh/h 1156 2124 279 85
Approach Delay, s/veh 15.0 16.0 68.0 51.1
Approach LOS B B E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 17.5 77.8 24.7 8.2 87.1 24.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.5 56.8 20.2 8.7 77.6 20.2 Max Q Clear Time (g_c+I1), s 12.1 22.6 16.8 3.7 41.9 16.2 Green Ext Time (p_c), s 0.9 8.2 0.1 0.0 17.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C

5.1-14
Item 1C - Page 411
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Lanes, Volumes, Timings Existing + Project AM Peak Hour 7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 220 0 335 322 111
Future Volume (vph) 0 220 0 335 322 111
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 45 45
Link Distance (ft) 189 226 235
Travel Time (s) 4.3 3.4 3.6
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-15
Item 1C - Page 412
.,, _ t f+
HCM 6th TWSC Existing + Project AM Peak Hour
7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 220 0 335 322 111
Future Vol, veh/h 0 220 0 335 322 111
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 239 0 364 350 121

Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 421 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.22 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.318 ----
Pot Cap-1 Maneuver 0 632 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 626 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB NB SB
HCM Control Delay, s 14.3 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 626 - -
HCM Lane V/C Ratio - 0.382 - -
HCM Control Delay (s) - 14.3 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 1.8 - -

5.1-16
Item 1C - Page 413
t f+
Lanes, Volumes, Timings Existing + Project AM Peak Hour 8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 812 947 189 0 108
Future Volume (vph) 0 812 947 189 0 108
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 45 45 30
Link Distance (ft) 939 373 210
Travel Time (s) 14.2 5.7 4.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-17
Item 1C - Page 414
tt tt
HCM 6th TWSC Existing + Project AM Peak Hour
8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 812 947 189 0 108
Future Vol, veh/h 0 812 947 189 0 108
Conflicting Peds, #/hr 5 00555
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 150 - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 883 1029 205 0 117

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 525
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.32
Pot Cap-1 Maneuver 0 - - - 0 497
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 4 9 2
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 14.6

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 492
HCM Lane V/C Ratio - - - 0.239
HCM Control Delay (s) - - - 14.6
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.9

5.1-18
Item 1C - Page 415
tt tt .,,
Lanes, Volumes, Timings Existing + Project AM Peak Hour 9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 22 20 104 31 19 68
Future Volume (vph) 22 20 104 31 19 68
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 394 375 169
Travel Time (s) 9.0 8.5 3.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-19
Item 1C - Page 416
't+ ___ +f V
HCM 6th TWSC Existing + Project AM Peak Hour
9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 22 20 104 31 19 68
Future Vol, veh/h 22 20 104 31 19 68
Conflicting Peds, #/hr 0 55055
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 24 22 113 34 21 74

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 51 0 305 45
Stage 1 - - - - 40 -
Stage 2 - - - - 265 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1555 - 687 1025
Stage 1 - - - - 982 -
Stage 2 - - - - 779 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1548 - 630 1015
Mov Cap-2 Maneuver - - - - 630 -
Stage 1 - - - - 977 -
Stage 2 - - - - 718 -

Approach EB WB NB
HCM Control Delay, s 0 5.8 9.5

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 895 - - 1548 -
HCM Lane V/C Ratio 0.106 - - 0.073 -
HCM Control Delay (s) 9.5 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0.2 -

5.1-20
Item 1C - Page 417
Lanes, Volumes, Timings Existing + Project PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 134 735 86 59 744 138 95 194 81 191 163 95 Future Volume (vph) 134 735 86 59 744 138 95 194 81 191 163 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 18.0 57.0 18.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 18.0 57.0 18.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 15.0% 47.5% 15.0% 47.5% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 120
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

5.1-21
Item 1C - Page 418
------ ~ t~ --~ t~ t .,, ~ t
I?.:: l ~,;·; : l
HCM 6th Signalized Intersection Summary Existing + Project PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 134 735 86 59 744 138 95 194 81 191 163 95 Future Volume (veh/h) 134 735 86 59 744 138 95 194 81 191 163 95 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 141 774 91 62 783 145 100 204 85 201 172 100 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, % 222222222222
Cap, veh/h 127 1564 184 20 1282 237 311 584 493 309 584 493 Arrive On Green 0.07 0.49 0.49 0.01 0.43 0.43 0.31 0.31 0.31 0.10 0.10 0.10 Sat Flow, veh/h 1781 3201 376 1781 2990 554 1106 1870 1577 1089 1870 1577 Grp Volume(v), veh/h 141 430 435 62 465 463 100 204 85 201 172 100 Grp Sat Flow(s),veh/h/ln 1781 1777 1800 1781 1777 1767 1106 1870 1577 1089 1870 1577 Q Serve(g_s), s 8.5 19.6 19.6 1.4 24.3 24.3 9.2 10.1 4.7 21.8 10.2 7.0 Cycle Q Clear(g_c), s 8.5 19.6 19.6 1.4 24.3 24.3 19.4 10.1 4.7 31.9 10.2 7.0 Prop In Lane 1.00 0.21 1.00 0.31 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 127 868 880 20 762 758 311 584 493 309 584 493 V/C Ratio(X) 1.11 0.49 0.50 3.06 0.61 0.61 0.32 0.35 0.17 0.65 0.29 0.20 Avail Cap(c_a), veh/h 156 868 880 156 762 758 311 584 493 309 584 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 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 55.7 20.7 20.7 59.3 26.5 26.5 39.4 31.8 30.0 56.3 41.6 40.1 Incr Delay (d2), s/veh 107.2 2.0 2.0 952.6 3.6 3.6 2.7 1.6 0.8 10.2 1.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 8.1 8.2 6.0 10.5 10.5 2.7 4.7 1.8 7.2 5.1 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 162.9 22.7 22.7 1011.9 30.1 30.2 42.1 33.5 30.7 66.5 42.9 41.0 LnGrp LOS F C C F CCDCCEDD
Approach Vol, veh/h 1006 990 389 473
Approach Delay, s/veh 42.3 91.6 35.1 52.5
Approach LOS D F D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 66.1 45.0 16.0 59.0 45.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 52.5 40.5 13.5 52.5 40.5 Max Q Clear Time (g_c+I1), s 4.4 22.6 34.9 11.5 27.3 22.4 Green Ext Time (p_c), s 0.1 5.5 1.0 0.1 5.8 1.6
Intersection Summary
HCM 6th Ctrl Delay 60.1
HCM 6th LOS E

5.1-22
Item 1C - Page 419
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings Existing + Project PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\02 - With Improvements_EP.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 134 735 86 59 744 138 95 194 81 191 163 95 Future Volume (vph) 134 735 86 59 744 138 95 194 81 191 163 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 150 90 90 150 100
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 6 8 8 4 4
Detector Phase 5 2 166888444
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) 18.0 57.0 18.0 57.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 18.0 57.0 18.0 57.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 15.0% 47.5% 15.0% 47.5% 47.5% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 120
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

5.1-23
Item 1C - Page 420
------ ~ t~ --~ tt ~ ~ t ~ ~ t
: l
HCM 6th Signalized Intersection Summary Existing + Project PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\02 - With Improvements_EP.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 134 735 86 59 744 138 95 194 81 191 163 95 Future Volume (veh/h) 134 735 86 59 744 138 95 194 81 191 163 95 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 141 774 91 62 783 145 100 204 85 201 172 100 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, % 222222222222
Cap, veh/h 127 1320 155 156 1524 676 311 584 493 309 584 493 Arrive On Green 0.14 0.82 0.82 0.09 0.43 0.43 0.31 0.31 0.31 0.10 0.10 0.10 Sat Flow, veh/h 1781 3201 376 1781 3554 1576 1106 1870 1577 1089 1870 1577 Grp Volume(v), veh/h 141 430 435 62 783 145 100 204 85 201 172 100 Grp Sat Flow(s),veh/h/ln 1781 1777 1800 1781 1777 1576 1106 1870 1577 1089 1870 1577 Q Serve(g_s), s 8.5 9.8 9.8 3.9 19.4 6.9 9.2 10.1 4.7 21.8 10.2 7.0 Cycle Q Clear(g_c), s 8.5 9.8 9.8 3.9 19.4 6.9 19.4 10.1 4.7 31.9 10.2 7.0 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 127 733 742 156 1524 676 311 584 493 309 584 493 V/C Ratio(X) 1.11 0.59 0.59 0.40 0.51 0.21 0.32 0.35 0.17 0.65 0.29 0.20 Avail Cap(c_a), veh/h 156 733 742 156 1524 676 311 584 493 309 584 493 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 7.0 7.0 51.8 25.1 21.6 39.4 31.8 30.0 56.3 41.6 40.1 Incr Delay (d2), s/veh 107.5 3.4 3.4 1.6 1.2 0.7 2.7 1.6 0.8 10.2 1.3 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 2.9 2.9 1.8 8.0 2.6 2.7 4.7 1.8 7.2 5.1 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 159.0 10.4 10.4 53.4 26.3 22.3 42.1 33.5 30.7 66.5 42.9 41.0 LnGrp LOS F B B DCCDCCEDD
Approach Vol, veh/h 1006 990 389 473
Approach Delay, s/veh 31.2 27.4 35.1 52.5
Approach LOS CCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.0 57.0 45.0 16.0 59.0 45.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 52.5 40.5 13.5 52.5 40.5 Max Q Clear Time (g_c+I1), s 6.9 12.8 34.9 11.5 22.4 22.4 Green Ext Time (p_c), s 0.0 5.7 1.0 0.1 6.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 34.0
HCM 6th LOS C

5.1-24
Item 1C - Page 421
------ ~ ~ ~ " ~ ~ t ~ ~ t
Lanes, Volumes, Timings Existing + Project PM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 809 4 6 767 89 9 4 2 103 1 39
Future Volume (vph) 30 809 4 6 767 89 9 4 2 103 1 39
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 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 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 27.8 9.6 27.8 22.6 22.6 22.6 22.6
Total Split (%) 16.0% 46.3% 16.0% 46.3% 37.7% 37.7% 37.7% 37.7% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 10 (17%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

5.1-25
Item 1C - Page 422
------ ~ t~ ---~ t~

9.6s

9.6s
HCM 6th Signalized Intersection Summary Existing + Project PM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 809 4 6 767 89 9 4 2 103 1 39 Future Volume (veh/h) 30 809 4 6 767 89 9 4 2 103 1 39
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 843 4 6 799 93 9 4 2 107 1 41
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, % 222222222222
Cap, veh/h 239 1507 7 278 1249 145 434 295 148 469 9 389 Arrive On Green 0.00 0.42 0.42 0.00 0.39 0.39 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3627 17 1781 3204 373 1357 1174 587 1402 38 1544 Grp Volume(v), veh/h 31 413 434 6 443 449 9 0 6 107 0 42 Grp Sat Flow(s),veh/h/ln 1781 1777 1867 1781 1777 1800 1357 0 1761 1402 0 1582 Q Serve(g_s), s 0.1 10.6 10.6 0.1 12.2 12.2 0.3 0.0 0.2 3.7 0.0 1.2 Cycle Q Clear(g_c), s 0.1 10.6 10.6 0.1 12.2 12.2 1.5 0.0 0.2 3.9 0.0 1.2 Prop In Lane 1.00 0.01 1.00 0.21 1.00 0.33 1.00 0.98
Lane Grp Cap(c), veh/h 239 738 776 278 692 702 434 0 443 469 0 398 V/C Ratio(X) 0.13 0.56 0.56 0.02 0.64 0.64 0.02 0.00 0.01 0.23 0.00 0.11 Avail Cap(c_a), veh/h 299 738 776 337 692 702 434 0 443 469 0 398 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) 0.62 0.62 0.62 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.5 13.4 13.4 12.9 14.9 14.9 17.8 0.0 16.9 18.3 0.0 17.3 Incr Delay (d2), s/veh 0.1 1.9 1.8 0.0 4.5 4.4 0.1 0.0 0.1 1.1 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 3.7 3.9 0.0 4.8 4.8 0.1 0.0 0.1 1.2 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.6 15.3 15.2 12.9 19.4 19.3 17.9 0.0 16.9 19.4 0.0 17.8 LnGrp LOS BBBBBBBABBAB
Approach Vol, veh/h 878 898 15 149
Approach Delay, s/veh 15.4 19.3 17.5 19.0
Approach LOS BBBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 32.4 22.6 6.5 30.9 22.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.3 18.1 5.1 23.3 18.1 Max Q Clear Time (g_c+I1), s 3.1 13.6 6.9 3.1 15.2 4.5
Green Ext Time (p_c), s 0.0 3.4 0.3 0.0 3.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.5
HCM 6th LOS B

5.1-26
Item 1C - Page 423
------ ~ t~ --~ t~
Lanes, Volumes, Timings Existing + Project PM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 285 58 130 271 414 46 518 149 414 384 33 Future Volume (vph) 36 285 58 130 271 414 46 518 149 414 384 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 9.5 22.5 9.5 22.5 Total Split (s) 44.0 44.0 44.0 44.0 31.0 17.0 45.0 31.0 59.0 Total Split (%) 36.7% 36.7% 36.7% 36.7% 25.8% 14.2% 37.5% 25.8% 49.2% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 12.8 (11%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

5.1-27
Item 1C - Page 424
------ ~ t~ ---~ t 7'7' ~ t~
: l
HCM 6th Signalized Intersection Summary Existing + Project PM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 285 58 130 271 414 46 518 149 414 384 33 Future Volume (veh/h) 36 285 58 130 271 414 46 518 149 414 384 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 335 68 153 319 487 54 609 175 487 452 39 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, % 222222222222
Cap, veh/h 132 798 160 233 507 1162 200 1071 307 512 1420 122 Arrive On Green 0.27 0.27 0.27 0.09 0.09 0.09 0.11 0.39 0.39 0.15 0.43 0.43 Sat Flow, veh/h 676 2946 591 981 1870 2764 1781 2722 781 3456 3310 284 Grp Volume(v), veh/h 42 200 203 153 319 487 54 397 387 487 242 249 Grp Sat Flow(s),veh/h/ln 676 1777 1760 981 1870 1382 1781 1777 1726 1728 1777 1817 Q Serve(g_s), s 7.1 11.1 11.4 18.6 19.7 16.3 3.3 21.0 21.0 16.8 10.8 10.9 Cycle Q Clear(g_c), s 26.9 11.1 11.4 30.0 19.7 16.3 3.3 21.0 21.0 16.8 10.8 10.9 Prop In Lane 1.00 0.34 1.00 1.00 1.00 0.45 1.00 0.16
Lane Grp Cap(c), veh/h 132 481 477 233 507 1162 200 699 679 512 763 780 V/C Ratio(X) 0.32 0.42 0.42 0.66 0.63 0.42 0.27 0.57 0.57 0.95 0.32 0.32 Avail Cap(c_a), veh/h 154 540 535 265 569 1254 200 699 679 677 763 780 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.79 0.79 0.79 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.1 35.9 36.0 59.1 48.8 31.2 48.7 28.4 28.5 50.7 22.6 22.7 Incr Delay (d2), s/veh 1.4 0.6 0.6 3.8 1.5 0.2 0.7 3.3 3.5 20.0 1.1 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 1.2 4.8 4.8 5.1 10.1 6.0 1.5 9.2 9.0 8.5 4.6 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.5 36.5 36.6 63.0 50.3 31.4 49.5 31.8 31.9 70.6 23.7 23.7 LnGrp LOS D D D E DCDCCECC
Approach Vol, veh/h 445 959 838 978
Approach Delay, s/veh 38.1 42.7 33.0 47.1
Approach LOS DDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.3 54.7 40.0 21.0 59.0 40.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 40.5 39.5 12.5 54.5 39.5 Max Q Clear Time (g_c+I1), s 19.8 24.0 29.9 6.3 13.9 33.0 Green Ext Time (p_c), s 1.0 4.1 1.7 0.0 2.8 2.5
Intersection Summary
HCM 6th Ctrl Delay 40.9
HCM 6th LOS D

5.1-28
Item 1C - Page 425
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings Existing + Project PM Peak Hour 4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 82 11 121 345 343 17
Future Volume (vph) 82 11 121 345 343 17
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-29
Item 1C - Page 426
HCM 6th TWSC Existing + Project PM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 82 11 121 345 343 17
Future Vol, veh/h 82 11 121 345 343 17
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 2 22222
Mvmt Flow 92 12 136 388 385 19

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1065 405 409 0 - 0
Stage 1 400 -----
Stage 2 665 -----
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 246 646 1150 - - -
Stage 1 677 -----
Stage 2 511 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 215 640 1145 - - -
Mov Cap-2 Maneuver 347 -----
Stage 1 594 -----
Stage 2 508 -----

Approach EB NB SB
HCM Control Delay, s 18.1 2.2 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1145 - 347 640 - -
HCM Lane V/C Ratio 0.119 - 0.266 0.019 - -
HCM Control Delay (s) 8.6 - 19.1 10.7 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.4 - 1.1 0.1 - -

5.1-30
Item 1C - Page 427
Lanes, Volumes, Timings Existing + Project PM Peak Hour 5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 36 42 29 394 326 4
Future Volume (vph) 36 42 29 394 326 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-31
Item 1C - Page 428
HCM 6th TWSC Existing + Project PM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 42 29 394 326 4
Future Vol, veh/h 36 42 29 394 326 4
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 38 44 30 410 340 4

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 822 352 349 0 - 0
Stage 1 347 -----
Stage 2 475 -----
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 344 692 1210 - - -
Stage 1 716 -----
Stage 2 626 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 332 685 1204 - - -
Mov Cap-2 Maneuver 450 -----
Stage 1 695 -----
Stage 2 623 -----

Approach EB NB SB
HCM Control Delay, s 12 0.6 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1204 - 450 685 - -
HCM Lane V/C Ratio 0.025 - 0.083 0.064 - -
HCM Control Delay (s) 8.1 - 13.7 10.6 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0.2 - -

5.1-32
Item 1C - Page 429
Lanes, Volumes, Timings Existing + Project PM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 44 1438 108 200 1090 25 125 18 319 41 18 32 Future Volume (vph) 44 1438 108 200 1090 25 125 18 319 41 18 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 11.2 67.9 67.9 22.7 79.4 79.4 29.4 29.4 29.4 29.4 29.4 Total Split (%) 9.3% 56.6% 56.6% 18.9% 66.2% 66.2% 24.5% 24.5% 24.5% 24.5% 24.5% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 70 (58%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

5.1-33
Item 1C - Page 430
+- t
------ ~ tt .,, ~ tt .,,
f 01 ~2 (Rl • ~04

22.7s I 167.9s I 129.1s I I
.,)- 05 ~
~~8 T 0 6 (Rb • 1L2s I 179.1s I 129.1s I I
HCM 6th Signalized Intersection Summary Existing + Project PM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 1438 108 200 1090 25 125 18 319 41 18 32 Future Volume (veh/h) 44 1438 108 200 1090 25 125 18 319 41 18 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 1580 119 220 1198 27 137 20 351 45 20 35 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, % 222222222222
Cap, veh/h 270 2046 908 225 2209 982 244 27 287 107 111 194 Arrive On Green 0.01 0.58 0.58 0.05 0.62 0.62 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3554 1578 1781 3554 1579 1027 150 1572 1010 607 1062 Grp Volume(v), veh/h 48 1580 119 220 1198 27 157 0 351 45 0 55 Grp Sat Flow(s),veh/h/ln 1781 1777 1578 1781 1777 1579 1177 0 1572 1010 0 1669 Q Serve(g_s), s 1.0 40.8 4.2 6.1 23.1 0.8 12.9 0.0 21.9 5.3 0.0 3.3 Cycle Q Clear(g_c), s 1.0 40.8 4.2 6.1 23.1 0.8 16.3 0.0 21.9 21.6 0.0 3.3 Prop In Lane 1.00 1.00 1.00 1.00 0.87 1.00 1.00 0.64
Lane Grp Cap(c), veh/h 270 2046 908 225 2209 982 271 0 287 107 0 305 V/C Ratio(X) 0.18 0.77 0.13 0.98 0.54 0.03 0.58 0.00 1.22 0.42 0.00 0.18 Avail Cap(c_a), veh/h 310 2046 908 354 2209 982 271 0 287 107 0 305 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 14.5 19.5 11.7 26.3 13.0 8.7 48.3 0.0 49.0 57.0 0.0 41.5 Incr Delay (d2), s/veh 0.3 2.9 0.3 33.3 1.0 0.1 8.7 0.0 127.6 11.6 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 15.9 1.4 5.7 8.5 0.3 5.0 0.0 18.5 1.7 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.8 22.4 12.0 59.5 13.9 8.8 57.1 0.0 176.7 68.6 0.0 42.8 LnGrp LOS B C BEBAEAFEAD
Approach Vol, veh/h 1747 1445 508 100
Approach Delay, s/veh 21.4 20.8 139.7 54.4
Approach LOS C C F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.0 76.6 29.4 8.5 82.1 29.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.2 63.4 24.9 6.7 74.9 24.9 Max Q Clear Time (g_c+I1), s 9.1 43.8 24.6 4.0 26.1 24.9 Green Ext Time (p_c), s 0.4 11.6 0.0 0.0 10.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D

5.1-34
Item 1C - Page 431
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Lanes, Volumes, Timings Existing + Project PM Peak Hour 7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 195 0 466 254 100
Future Volume (vph) 0 195 0 466 254 100
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 45 45
Link Distance (ft) 189 226 235
Travel Time (s) 4.3 3.4 3.6
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-35
Item 1C - Page 432
.,, _ t f+
HCM 6th TWSC Existing + Project PM Peak Hour
7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 195 0 466 254 100
Future Vol, veh/h 0 195 0 466 254 100
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 212 0 507 276 109

Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 341 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.22 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.318 ----
Pot Cap-1 Maneuver 0 701 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 694 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB NB SB
HCM Control Delay, s 12.5 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 694 - -
HCM Lane V/C Ratio - 0.305 - -
HCM Control Delay (s) - 12.5 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 1.3 - -

5.1-36
Item 1C - Page 433
t f+
Lanes, Volumes, Timings Existing + Project PM Peak Hour 8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 955 768 166 0 94
Future Volume (vph) 0 955 768 166 0 94
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 45 45 30
Link Distance (ft) 939 373 210
Travel Time (s) 14.2 5.7 4.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-37
Item 1C - Page 434
tt tt
HCM 6th TWSC Existing + Project PM Peak Hour
8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 955 768 166 0 94
Future Vol, veh/h 0 955 768 166 0 94
Conflicting Peds, #/hr 5 00555
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 150 - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 1038 835 180 0 102

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 428
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.32
Pot Cap-1 Maneuver 0 - - - 0 575
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 5 7 0
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 12.7

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 570
HCM Lane V/C Ratio - - - 0.179
HCM Control Delay (s) - - - 12.7
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.6

5.1-38
Item 1C - Page 435
tt tt .,,
Lanes, Volumes, Timings Existing + Project PM Peak Hour 9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 28 21 93 45 20 65
Future Volume (vph) 28 21 93 45 20 65
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 394 375 169
Travel Time (s) 9.0 8.5 3.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-39
Item 1C - Page 436
't+ ___ +f V
HCM 6th TWSC Existing + Project PM Peak Hour
9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 5.6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 28 21 93 45 20 65
Future Vol, veh/h 28 21 93 45 20 65
Conflicting Peds, #/hr 0 55055
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 30 23 101 49 22 71

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 58 0 303 52
Stage 1 - - - - 47 -
Stage 2 - - - - 256 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1546 - 689 1016
Stage 1 - - - - 975 -
Stage 2 - - - - 787 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1539 - 637 1006
Mov Cap-2 Maneuver - - - - 637 -
Stage 1 - - - - 970 -
Stage 2 - - - - 731 -

Approach EB WB NB
HCM Control Delay, s 0 5.1 9.5

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 885 - - 1539 -
HCM Lane V/C Ratio 0.104 - - 0.066 -
HCM Control Delay (s) 9.5 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0.2 -

5.1-40
Item 1C - Page 437
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
APPENDIX 6.1: EAC (2025) CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Item 1C - Page 438

URBAN CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
This Page Intentionally Left Blank

Item 1C - Page 439

URBAN CROSSROADS
Lanes, Volumes, Timings EAC AM Peak Hour
1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 32 701 83 68 906 112 73 159 65 120 226 91 Future Volume (vph) 32 701 83 68 906 112 73 159 65 120 226 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 15.0 60.7 20.3 66.0 39.0 39.0 39.0 39.0 39.0 39.0 Total Split (%) 12.5% 50.6% 16.9% 55.0% 32.5% 32.5% 32.5% 32.5% 32.5% 32.5% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 65
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

6.1-1
Item 1C - Page 440
------ ~ t~ --~ t~ --~ t ~ ~ t
: l
HCM 6th Signalized Intersection Summary EAC AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 701 83 68 906 112 73 159 65 120 226 91 Future Volume (veh/h) 32 701 83 68 906 112 73 159 65 120 226 91 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 845 100 82 1092 135 88 192 78 145 272 110 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 9 1714 203 25 1733 214 225 491 414 257 491 414 Arrive On Green 0.01 1.00 1.00 0.02 0.93 0.93 0.26 0.26 0.26 0.52 0.52 0.52 Sat Flow, veh/h 1781 3198 379 1781 3182 393 1000 1870 1576 1107 1870 1576 Grp Volume(v), veh/h 39 469 476 82 609 618 88 192 78 145 272 110 Grp Sat Flow(s),veh/h/ln 1781 1777 1800 1781 1777 1798 1000 1870 1576 1107 1870 1576 Q Serve(g_s), s 0.6 0.0 0.0 1.7 7.3 7.3 9.7 10.1 4.6 13.7 11.7 4.6 Cycle Q Clear(g_c), s 0.6 0.0 0.0 1.7 7.3 7.3 21.4 10.1 4.6 23.8 11.7 4.6 Prop In Lane 1.00 0.21 1.00 0.22 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 9 952 965 25 968 979 225 491 414 257 491 414 V/C Ratio(X) 4.12 0.49 0.49 3.30 0.63 0.63 0.39 0.39 0.19 0.56 0.55 0.27 Avail Cap(c_a), veh/h 111 952 965 190 968 979 225 491 414 257 491 414 HCM Platoon Ratio 2.00 2.00 2.00 1.70 1.70 1.70 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.4 0.0 0.0 58.6 2.3 2.3 45.9 36.4 34.3 31.1 23.8 22.1 Incr Delay (d2), s/veh 1457.3 1.8 1.8 1055.6 3.1 3.1 5.0 2.3 1.0 8.7 4.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.5 0.5 8.0 2.0 2.1 2.7 4.8 1.8 3.4 4.7 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1516.7 1.8 1.8 1114.2 5.4 5.4 50.9 38.7 35.3 39.8 28.3 23.7 LnGrp LOS F A A F A A DDDDCC
Approach Vol, veh/h 984 1309 358 527
Approach Delay, s/veh 61.9 74.8 41.0 30.5
Approach LOS E E D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.2 71.8 39.0 8.1 72.9 39.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.8 56.2 34.5 10.5 61.5 34.5 Max Q Clear Time (g_c+I1), s 4.7 3.0 26.8 3.6 10.3 24.4 Green Ext Time (p_c), s 0.1 6.5 1.5 0.0 9.8 1.1
Intersection Summary
HCM 6th Ctrl Delay 59.6
HCM 6th LOS E

6.1-2
Item 1C - Page 441
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings EAC AM Peak Hour
1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 32 701 83 68 906 112 73 159 65 120 226 91 Future Volume (vph) 32 701 83 68 906 112 73 159 65 120 226 91 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 150 90 90 150 100
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 6 8 8 4 4
Detector Phase 5 2 166888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 16.0 58.0 22.0 64.0 64.0 40.0 40.0 40.0 40.0 40.0 40.0 Total Split (%) 13.3% 48.3% 18.3% 53.3% 53.3% 33.3% 33.3% 33.3% 33.3% 33.3% 33.3% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

6.1-3
Item 1C - Page 442
------ ~ t~ --~ tt ~ ~ t ~ ~ t
r;::IBl
16s I J.:. 0, IBl : l
HCM 6th Signalized Intersection Summary EAC AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 701 83 68 906 112 73 159 65 120 226 91 Future Volume (veh/h) 32 701 83 68 906 112 73 159 65 120 226 91 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 845 100 82 1092 135 88 192 78 145 272 110 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 9 1346 159 215 1906 846 237 507 427 268 507 427 Arrive On Green 0.01 0.84 0.84 0.16 0.71 0.71 0.27 0.27 0.27 0.54 0.54 0.54 Sat Flow, veh/h 1781 3198 378 1781 3554 1578 1000 1870 1576 1107 1870 1576 Grp Volume(v), veh/h 39 469 476 82 1092 135 88 192 78 145 272 110 Grp Sat Flow(s),veh/h/ln 1781 1777 1800 1781 1777 1578 1000 1870 1576 1107 1870 1576 Q Serve(g_s), s 0.6 10.6 10.6 4.9 17.9 3.3 9.5 10.0 4.6 13.3 11.3 4.5 Cycle Q Clear(g_c), s 0.6 10.6 10.6 4.9 17.9 3.3 20.8 10.0 4.6 23.3 11.3 4.5 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 9 748 757 215 1906 846 237 507 427 268 507 427 V/C Ratio(X) 4.12 0.63 0.63 0.38 0.57 0.16 0.37 0.38 0.18 0.54 0.54 0.26 Avail Cap(c_a), veh/h 126 748 757 215 1906 846 237 507 427 268 507 427 HCM Platoon Ratio 2.00 2.00 2.00 1.33 1.33 1.33 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.4 6.3 6.3 46.3 10.5 8.5 44.6 35.6 33.6 29.6 22.6 21.1 Incr Delay (d2), s/veh 1457.3 4.0 3.9 1.1 1.3 0.4 4.4 2.2 0.9 7.7 4.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 3.0 3.0 2.2 5.3 1.1 2.6 4.7 1.8 3.3 4.5 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1516.7 10.3 10.3 47.5 11.8 8.9 49.0 37.7 34.5 37.3 26.7 22.5 LnGrp LOS F B B D B A DDCDCC
Approach Vol, veh/h 984 1309 358 527
Approach Delay, s/veh 70.0 13.7 39.8 28.7
Approach LOS E B D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.0 58.0 40.0 8.1 71.9 40.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 17.5 53.5 35.5 11.5 59.5 35.5 Max Q Clear Time (g_c+I1), s 7.9 13.6 26.3 3.6 20.9 23.8 Green Ext Time (p_c), s 0.1 6.4 1.7 0.0 9.5 1.2
Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D

6.1-4
Item 1C - Page 443
------ ~ ~ ~ " ~ ~ t ~ ~ t
Lanes, Volumes, Timings EAC AM Peak Hour
2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 671 15 22 946 102 2 3 1 137 11 50 Future Volume (vph) 25 671 15 22 946 102 2 3 1 137 11 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.9 9.6 28.0 22.5 22.5 22.5 22.5
Total Split (%) 15.8% 46.5% 16.0% 46.7% 37.5% 37.5% 37.5% 37.5% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 42.7 (71%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

6.1-5
Item 1C - Page 444
+- t
------ ~ t~ ---~ t~
f 01

9.6s

9.Ss
HCM 6th Signalized Intersection Summary EAC AM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 671 15 22 946 102 2 3 1 137 11 50 Future Volume (veh/h) 25 671 15 22 946 102 2 3 1 137 11 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 828 19 27 1168 126 2 4 1 169 14 62 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 168 1402 32 260 1266 136 401 361 90 468 75 331 Arrive On Green 0.00 0.39 0.39 0.00 0.78 0.78 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3550 81 1781 3234 348 1317 1442 361 1403 299 1324 Grp Volume(v), veh/h 31 414 433 27 641 653 2 0 5 169 0 76 Grp Sat Flow(s),veh/h/ln 1781 1777 1855 1781 1777 1805 1317 0 1803 1403 0 1623 Q Serve(g_s), s 0.1 11.0 11.0 0.1 16.9 17.1 0.1 0.0 0.1 6.2 0.0 2.2 Cycle Q Clear(g_c), s 0.1 11.0 11.0 0.1 16.9 17.1 2.3 0.0 0.1 6.3 0.0 2.2 Prop In Lane 1.00 0.04 1.00 0.19 1.00 0.20 1.00 0.82
Lane Grp Cap(c), veh/h 168 702 732 260 695 706 401 0 451 468 0 406 V/C Ratio(X) 0.18 0.59 0.59 0.10 0.92 0.92 0.00 0.00 0.01 0.36 0.00 0.19 Avail Cap(c_a), veh/h 225 702 732 319 695 706 401 0 451 468 0 406 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.8 14.3 14.3 18.1 5.8 5.8 18.6 0.0 16.9 19.3 0.0 17.7 Incr Delay (d2), s/veh 0.4 2.7 2.6 0.2 19.5 19.8 0.0 0.0 0.0 2.2 0.0 1.0 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 0.3 4.1 4.2 0.2 5.5 5.6 0.0 0.0 0.1 2.1 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.2 17.0 16.9 18.3 25.3 25.6 18.6 0.0 17.0 21.5 0.0 18.7 LnGrp LOS C B B B C C B A B C A B
Approach Vol, veh/h 878 1321 7 245
Approach Delay, s/veh 17.2 25.3 17.4 20.6
Approach LOS B C B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 31.2 22.5 6.5 31.0 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.4 18.0 5.0 23.5 18.0 Max Q Clear Time (g_c+I1), s 3.1 14.0 9.3 3.1 20.1 5.3
Green Ext Time (p_c), s 0.0 3.3 0.6 0.0 2.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 21.9
HCM 6th LOS C

6.1-6
Item 1C - Page 445
------ ~ t~ --~ t~
Lanes, Volumes, Timings EAC AM Peak Hour
3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 26 264 71 160 379 459 37 314 72 381 481 56 Future Volume (vph) 26 264 71 160 379 459 37 314 72 381 481 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 9.5 22.5 9.5 22.5 Total Split (s) 54.0 54.0 54.0 54.0 32.0 15.0 34.0 32.0 51.0 Total Split (%) 45.0% 45.0% 45.0% 45.0% 26.7% 12.5% 28.3% 26.7% 42.5% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 45.5 (38%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

6.1-7
Item 1C - Page 446
------ ~ t~ --~ t 7'7' ~ t~
: l
HCM 6th Signalized Intersection Summary EAC AM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 264 71 160 379 459 37 314 72 381 481 56 Future Volume (veh/h) 26 264 71 160 379 459 37 314 72 381 481 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 314 85 190 451 546 44 374 86 454 573 67 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, % 222222222222
Cap, veh/h 112 880 234 285 594 1268 236 1022 232 482 1161 135 Arrive On Green 0.32 0.32 0.32 0.21 0.21 0.21 0.13 0.36 0.36 0.14 0.36 0.36 Sat Flow, veh/h 565 2772 738 985 1870 2768 1781 2873 653 3456 3203 374 Grp Volume(v), veh/h 31 199 200 190 451 546 44 230 230 454 317 323 Grp Sat Flow(s),veh/h/ln 565 1777 1733 985 1870 1384 1781 1777 1749 1728 1777 1800 Q Serve(g_s), s 6.3 10.4 10.7 22.5 27.2 17.1 2.6 11.5 11.7 15.6 16.6 16.7 Cycle Q Clear(g_c), s 33.5 10.4 10.7 33.2 27.2 17.1 2.6 11.5 11.7 15.6 16.6 16.7 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.37 1.00 0.21
Lane Grp Cap(c), veh/h 112 564 550 285 594 1268 236 632 622 482 644 653 V/C Ratio(X) 0.28 0.35 0.36 0.67 0.76 0.43 0.19 0.36 0.37 0.94 0.49 0.49 Avail Cap(c_a), veh/h 151 689 672 354 725 1461 236 632 622 706 644 653 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.42 0.42 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 31.5 31.6 50.5 42.9 25.8 46.3 28.6 28.7 51.2 29.7 29.7 Incr Delay (d2), s/veh 1.3 0.4 0.4 1.4 1.6 0.1 0.4 1.6 1.7 16.5 2.7 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.4 4.4 5.8 13.1 5.8 1.2 5.0 5.0 7.7 7.3 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.8 31.9 32.0 51.9 44.5 25.9 46.7 30.2 30.4 67.7 32.4 32.4 LnGrp LOS DCCDDCDCCECC
Approach Vol, veh/h 430 1187 504 1094
Approach Delay, s/veh 33.5 37.1 31.7 47.0
Approach LOS CDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.2 50.2 45.6 23.4 51.0 45.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 29.5 49.5 10.5 46.5 49.5 Max Q Clear Time (g_c+I1), s 18.6 14.7 36.5 5.6 19.7 36.2 Green Ext Time (p_c), s 1.1 2.1 2.0 0.0 3.7 4.9
Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D

6.1-8
Item 1C - Page 447
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings EAC AM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 8 15 12 291 422 20
Future Volume (vph) 8 15 12 291 422 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-9
Item 1C - Page 448
HCM 6th TWSC EAC AM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 15 12 291 422 20
Future Vol, veh/h 8 15 12 291 422 20
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 10 19 15 359 521 25

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 933 544 551 0 - 0
Stage 1 539 -----
Stage 2 394 -----
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 295 539 1019 - - -
Stage 1 585 -----
Stage 2 681 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 288 534 1014 - - -
Mov Cap-2 Maneuver 413 -----
Stage 1 573 -----
Stage 2 678 -----

Approach EB NB SB
HCM Control Delay, s 12.7 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1014 - 413 534 - -
HCM Lane V/C Ratio 0.015 - 0.024 0.035 - -
HCM Control Delay (s) 8.6 - 13.9 12 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0 - 0.1 0.1 - -

6.1-10
Item 1C - Page 449
Lanes, Volumes, Timings EAC AM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 25 25 24 252 409 47
Future Volume (vph) 25 25 24 252 409 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-11
Item 1C - Page 450
HCM 6th TWSC EAC AM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 25 24 252 409 47
Future Vol, veh/h 25 25 24 252 409 47
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 77 77 77 77 77 77
Heavy Vehicles, % 2 22222
Mvmt Flow 32 32 31 327 531 61

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 961 572 597 0 - 0
Stage 1 567 -----
Stage 2 394 -----
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 284 520 980 - - -
Stage 1 568 -----
Stage 2 681 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 272 515 975 - - -
Mov Cap-2 Maneuver 398 -----
Stage 1 547 -----
Stage 2 678 -----

Approach EB NB SB
HCM Control Delay, s 13.7 0.8 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 975 - 398 515 - -
HCM Lane V/C Ratio 0.032 - 0.082 0.063 - -
HCM Control Delay (s) 8.8 - 14.8 12.5 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0.2 - -

6.1-12
Item 1C - Page 451
Lanes, Volumes, Timings EAC AM Peak Hour
6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 938 137 366 1642 25 108 20 205 20 27 32 Future Volume (vph) 37 938 137 366 1642 25 108 20 205 20 27 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 12.0 58.0 58.0 35.0 81.0 81.0 27.0 27.0 27.0 27.0 27.0 Total Split (%) 10.0% 48.3% 48.3% 29.2% 67.5% 67.5% 22.5% 22.5% 22.5% 22.5% 22.5% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 102.7 (86%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

6.1-13
Item 1C - Page 452
______ "i tt .,, "i tt .,,
rs:: ~~ 06 {R)
J 2(R)
58s
12s I : l
HCM 6th Signalized Intersection Summary EAC AM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 938 137 366 1642 25 108 20 205 20 27 32 Future Volume (veh/h) 37 938 137 366 1642 25 108 20 205 20 27 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1054 154 411 1845 28 121 22 230 22 30 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 134 1896 842 423 2287 1016 206 27 255 92 125 150 Arrive On Green 0.01 0.53 0.53 0.12 0.64 0.64 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1781 3554 1578 1781 3554 1579 929 169 1570 1125 770 924 Grp Volume(v), veh/h 42 1054 154 411 1845 28 143 0 230 22 0 66 Grp Sat Flow(s),veh/h/ln 1781 1777 1578 1781 1777 1579 1098 0 1570 1125 0 1694 Q Serve(g_s), s 0.8 23.6 6.1 12.9 46.2 0.8 12.0 0.0 17.2 2.3 0.0 4.1 Cycle Q Clear(g_c), s 0.8 23.6 6.1 12.9 46.2 0.8 16.1 0.0 17.2 18.4 0.0 4.1 Prop In Lane 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 134 1896 842 423 2287 1016 234 0 255 92 0 275 V/C Ratio(X) 0.31 0.56 0.18 0.97 0.81 0.03 0.61 0.00 0.90 0.24 0.00 0.24 Avail Cap(c_a), veh/h 190 1896 842 624 2287 1016 234 0 255 92 0 275 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 26.7 18.6 14.5 21.0 15.8 7.8 50.8 0.0 49.3 57.8 0.0 43.8 Incr Delay (d2), s/veh 1.3 1.2 0.5 23.6 3.2 0.1 11.4 0.0 35.7 6.0 0.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 9.3 2.2 9.0 17.0 0.3 4.8 0.0 9.1 0.8 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 19.7 14.9 44.6 19.0 7.8 62.2 0.0 85.0 63.8 0.0 45.8 LnGrp LOS C B B D BAEAFEAD
Approach Vol, veh/h 1250 2284 373 88
Approach Delay, s/veh 19.4 23.5 76.3 50.3
Approach LOS B C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.5 71.5 27.0 8.3 84.7 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.5 53.5 22.5 7.5 76.5 22.5 Max Q Clear Time (g_c+I1), s 15.9 26.6 21.4 3.8 49.2 20.2 Green Ext Time (p_c), s 1.1 8.4 0.0 0.0 16.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 27.7
HCM 6th LOS C

6.1-14
Item 1C - Page 453
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Lanes, Volumes, Timings EAC AM Peak Hour
6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 938 137 366 1642 25 108 20 205 20 27 32 Future Volume (vph) 37 938 137 366 1642 25 108 20 205 20 27 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 150 150 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688144
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 12.0 58.0 58.0 37.0 83.0 83.0 25.0 25.0 37.0 25.0 25.0 Total Split (%) 10.0% 48.3% 48.3% 30.8% 69.2% 69.2% 20.8% 20.8% 30.8% 20.8% 20.8% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 102.7 (86%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

6.1-15
Item 1C - Page 454
rr::
12s I L: 06 {R) : l
HCM 6th Signalized Intersection Summary EAC AM Peak Hour 6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 938 137 366 1642 25 108 20 205 20 27 32 Future Volume (veh/h) 37 938 137 366 1642 25 108 20 205 20 27 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1054 154 411 1845 28 121 22 230 22 30 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 143 1988 883 424 2346 1043 207 273 399 212 112 135 Arrive On Green 0.01 0.56 0.56 0.11 0.66 0.66 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1781 3554 1578 1781 3554 1579 1324 1870 1569 1120 769 923 Grp Volume(v), veh/h 42 1054 154 411 1845 28 121 22 230 22 0 66 Grp Sat Flow(s),veh/h/ln 1781 1777 1578 1781 1777 1579 1324 1870 1569 1120 0 1693 Q Serve(g_s), s 0.8 22.3 5.7 11.7 44.0 0.7 10.7 1.2 15.4 2.1 0.0 4.2 Cycle Q Clear(g_c), s 0.8 22.3 5.7 11.7 44.0 0.7 14.9 1.2 15.4 3.3 0.0 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 143 1988 883 424 2346 1043 207 273 399 212 0 247 V/C Ratio(X) 0.29 0.53 0.17 0.97 0.79 0.03 0.58 0.08 0.58 0.10 0.00 0.27 Avail Cap(c_a), veh/h 198 1988 883 671 2346 1043 207 273 399 212 0 247 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 23.6 16.6 12.9 19.3 14.4 7.0 52.2 44.3 39.2 45.7 0.0 45.6 Incr Delay (d2), s/veh 1.1 1.0 0.4 21.0 2.7 0.0 11.5 0.6 6.0 1.0 0.0 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 0.6 8.6 2.0 9.0 15.8 0.2 4.1 0.6 6.4 0.6 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.7 17.6 13.3 40.3 17.1 7.1 63.6 44.9 45.2 46.7 0.0 48.2 LnGrp LOS C B B D B A E D D D A D
Approach Vol, veh/h 1250 2284 373 88
Approach Delay, s/veh 17.3 21.2 51.2 47.8
Approach LOS B C D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 20.4 74.6 25.0 8.3 86.7 25.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 53.5 20.5 7.5 78.5 20.5 Max Q Clear Time (g_c+I1), s 14.7 25.3 7.2 3.8 47.0 18.4 Green Ext Time (p_c), s 1.1 8.5 0.2 0.0 18.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C

6.1-16
Item 1C - Page 455
Lanes, Volumes, Timings EAC PM Peak Hour
1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 69 807 91 65 761 151 78 229 87 151 178 33 Future Volume (vph) 69 807 91 65 761 151 78 229 87 151 178 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 19.0 57.0 19.0 57.0 44.0 44.0 44.0 44.0 44.0 44.0 Total Split (%) 15.8% 47.5% 15.8% 47.5% 36.7% 36.7% 36.7% 36.7% 36.7% 36.7% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

6.1-17
Item 1C - Page 456
------ ~ t~ --~ t~ t .,, ~ t
If:: l~
2 ; ;
: l
HCM 6th Signalized Intersection Summary EAC PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 807 91 65 761 151 78 229 87 151 178 33 Future Volume (veh/h) 69 807 91 65 761 151 78 229 87 151 178 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 73 849 96 68 801 159 82 241 92 159 187 35 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, % 222222222222
Cap, veh/h 23 1595 180 22 1462 290 355 569 480 271 569 480 Arrive On Green 0.03 0.99 0.99 0.02 0.99 0.99 0.30 0.30 0.30 0.61 0.61 0.61 Sat Flow, veh/h 1781 3216 364 1781 2952 586 1156 1870 1577 1046 1870 1577 Grp Volume(v), veh/h 73 469 476 68 482 478 82 241 92 159 187 35 Grp Sat Flow(s),veh/h/ln 1781 1777 1803 1781 1777 1761 1156 1870 1577 1046 1870 1577 Q Serve(g_s), s 1.6 0.5 0.5 1.5 0.7 0.7 6.8 12.4 5.2 15.7 5.9 1.1 Cycle Q Clear(g_c), s 1.6 0.5 0.5 1.5 0.7 0.7 12.7 12.4 5.2 28.0 5.9 1.1 Prop In Lane 1.00 0.20 1.00 0.33 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 23 881 894 22 880 872 355 569 480 271 569 480 V/C Ratio(X) 3.15 0.53 0.53 3.09 0.55 0.55 0.23 0.42 0.19 0.59 0.33 0.07 Avail Cap(c_a), veh/h 171 881 894 171 880 872 355 569 480 271 569 480 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 2.00 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 58.4 0.2 0.2 58.5 0.3 0.3 35.8 33.3 30.9 27.1 17.5 16.6 Incr Delay (d2), s/veh 991.4 2.3 2.3 966.7 2.4 2.5 1.5 2.3 0.9 9.0 1.5 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 7.1 0.7 0.7 6.6 0.7 0.7 2.0 5.8 2.0 3.6 2.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1049.8 2.5 2.5 1025.2 2.7 2.8 37.3 35.7 31.7 36.2 19.0 16.9 LnGrp LOS F A A F A A DDCDBB
Approach Vol, veh/h 1018 1028 415 381
Approach Delay, s/veh 77.6 70.4 35.1 26.0
Approach LOS E E D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.0 67.0 44.0 9.1 66.9 44.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 52.5 39.5 14.5 52.5 39.5 Max Q Clear Time (g_c+I1), s 4.5 3.5 31.0 4.6 3.7 15.7
Green Ext Time (p_c), s 0.1 6.5 1.1 0.1 6.7 1.8
Intersection Summary
HCM 6th Ctrl Delay 61.9
HCM 6th LOS E

6.1-18
Item 1C - Page 457
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings EAC PM Peak Hour
1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 69 807 91 65 761 151 78 229 87 151 178 33 Future Volume (vph) 69 807 91 65 761 151 78 229 87 151 178 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 150 90 90 150 100
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 6 8 8 4 4
Detector Phase 5 2 166888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 19.0 57.0 19.0 57.0 57.0 44.0 44.0 44.0 44.0 44.0 44.0 Total Split (%) 15.8% 47.5% 15.8% 47.5% 47.5% 36.7% 36.7% 36.7% 36.7% 36.7% 36.7% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 60
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

6.1-19
Item 1C - Page 458
------ ~ t~ --~ tt ~ ~ t ~ ~ t
J:.0,(RJ : l
HCM 6th Signalized Intersection Summary EAC PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 807 91 65 761 151 78 229 87 151 178 33 Future Volume (veh/h) 69 807 91 65 761 151 78 229 87 151 178 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 73 849 96 68 801 159 82 241 92 159 187 35 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, % 222222222222
Cap, veh/h 23 1326 150 171 1760 781 355 569 480 271 569 480 Arrive On Green 0.03 0.82 0.82 0.19 0.99 0.99 0.30 0.30 0.30 0.61 0.61 0.61 Sat Flow, veh/h 1781 3216 364 1781 3554 1577 1156 1870 1577 1046 1870 1577 Grp Volume(v), veh/h 73 469 476 68 801 159 82 241 92 159 187 35 Grp Sat Flow(s),veh/h/ln 1781 1777 1802 1781 1777 1577 1156 1870 1577 1046 1870 1577 Q Serve(g_s), s 1.6 11.7 11.7 4.0 0.5 0.1 6.8 12.4 5.2 15.7 5.9 1.1 Cycle Q Clear(g_c), s 1.6 11.7 11.7 4.0 0.5 0.1 12.7 12.4 5.2 28.0 5.9 1.1 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 23 733 743 171 1760 781 355 569 480 271 569 480 V/C Ratio(X) 3.15 0.64 0.64 0.40 0.46 0.20 0.23 0.42 0.19 0.59 0.33 0.07 Avail Cap(c_a), veh/h 171 733 743 171 1760 781 355 569 480 271 569 480 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 2.00 2.00 2.00 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 58.4 7.2 7.2 45.5 0.3 0.3 35.8 33.3 30.9 27.1 17.5 16.6 Incr Delay (d2), s/veh 991.4 4.3 4.2 1.5 0.9 0.6 1.5 2.3 0.9 9.0 1.5 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 7.1 3.3 3.3 1.7 0.3 0.2 2.0 5.8 2.0 3.6 2.4 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 1049.8 11.5 11.4 47.0 1.1 0.9 37.3 35.7 31.7 36.2 19.0 16.9 LnGrp LOS F B B D A A DDCDBB
Approach Vol, veh/h 1018 1028 415 381
Approach Delay, s/veh 85.9 4.1 35.1 26.0
Approach LOS F A D C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.0 57.0 44.0 9.1 66.9 44.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 14.5 52.5 39.5 14.5 52.5 39.5 Max Q Clear Time (g_c+I1), s 7.0 14.7 31.0 4.6 3.5 15.7 Green Ext Time (p_c), s 0.1 6.4 1.1 0.1 6.6 1.8
Intersection Summary
HCM 6th Ctrl Delay 40.9
HCM 6th LOS D

6.1-20
Item 1C - Page 459
------ ~ ~ ~ " ~ ~ t ~ ~ t
Lanes, Volumes, Timings EAC PM Peak Hour
2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 815 4 6 773 93 9 4 2 107 1 41
Future Volume (vph) 31 815 4 6 773 93 9 4 2 107 1 41
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 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 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 27.8 9.6 27.8 22.6 22.6 22.6 22.6
Total Split (%) 16.0% 46.3% 16.0% 46.3% 37.7% 37.7% 37.7% 37.7% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 26 (43%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

6.1-21
Item 1C - Page 460
+- t
------ ~ t~ ---~ t~
f 01

9.6s

9.6s
HCM 6th Signalized Intersection Summary EAC PM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 815 4 6 773 93 9 4 2 107 1 41 Future Volume (veh/h) 31 815 4 6 773 93 9 4 2 107 1 41
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 849 4 6 805 97 9 4 2 111 1 43
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, % 222222222222
Cap, veh/h 224 1507 7 276 1241 149 432 295 148 469 9 389 Arrive On Green 0.00 0.42 0.42 0.00 0.26 0.26 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3627 17 1781 3191 384 1355 1174 587 1402 36 1545 Grp Volume(v), veh/h 32 416 437 6 448 454 9 0 6 111 0 44 Grp Sat Flow(s),veh/h/ln 1781 1777 1867 1781 1777 1798 1355 0 1761 1402 0 1581 Q Serve(g_s), s 0.1 10.7 10.7 0.1 13.5 13.5 0.3 0.0 0.2 3.9 0.0 1.3 Cycle Q Clear(g_c), s 0.1 10.7 10.7 0.1 13.5 13.5 1.6 0.0 0.2 4.0 0.0 1.3 Prop In Lane 1.00 0.01 1.00 0.21 1.00 0.33 1.00 0.98
Lane Grp Cap(c), veh/h 224 738 776 276 691 699 432 0 443 469 0 398 V/C Ratio(X) 0.14 0.56 0.56 0.02 0.65 0.65 0.02 0.00 0.01 0.24 0.00 0.11 Avail Cap(c_a), veh/h 284 738 776 335 691 699 432 0 443 469 0 398 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.6 13.4 13.4 13.0 18.5 18.5 17.9 0.0 16.9 18.4 0.0 17.3 Incr Delay (d2), s/veh 0.2 1.9 1.8 0.0 4.7 4.6 0.1 0.0 0.1 1.2 0.0 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 0.3 3.7 3.9 0.0 6.1 6.1 0.1 0.0 0.1 1.3 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.8 15.3 15.2 13.0 23.2 23.2 18.0 0.0 16.9 19.6 0.0 17.8 LnGrp LOS C B B B C C BABBAB
Approach Vol, veh/h 885 908 15 155
Approach Delay, s/veh 15.4 23.1 17.6 19.1
Approach LOS B C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 32.4 22.6 6.6 30.8 22.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.3 18.1 5.1 23.3 18.1 Max Q Clear Time (g_c+I1), s 3.1 13.7 7.0 3.1 16.5 4.6
Green Ext Time (p_c), s 0.0 3.4 0.3 0.0 2.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.3
HCM 6th LOS B

6.1-22
Item 1C - Page 461
------ ~ t~ --~ t~
Lanes, Volumes, Timings EAC PM Peak Hour
3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 279 60 134 265 424 48 561 152 425 429 34 Future Volume (vph) 37 279 60 134 265 424 48 561 152 425 429 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 9.5 22.5 9.5 22.5 Total Split (s) 44.0 44.0 44.0 44.0 31.0 17.0 45.0 31.0 59.0 Total Split (%) 36.7% 36.7% 36.7% 36.7% 25.8% 14.2% 37.5% 25.8% 49.2% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 28.8 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

6.1-23
Item 1C - Page 462
------ ~ t~ --~ t 7'7' ~ t~
: l
HCM 6th Signalized Intersection Summary EAC PM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 279 60 134 265 424 48 561 152 425 429 34 Future Volume (veh/h) 37 279 60 134 265 424 48 561 152 425 429 34 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 44 328 71 158 312 499 56 660 179 500 505 40 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, % 222222222222
Cap, veh/h 136 796 170 237 512 1180 196 1069 290 525 1431 113 Arrive On Green 0.27 0.27 0.27 0.09 0.09 0.09 0.11 0.39 0.39 0.15 0.43 0.43 Sat Flow, veh/h 673 2910 622 984 1870 2764 1781 2761 748 3456 3335 263 Grp Volume(v), veh/h 44 199 200 158 312 499 56 425 414 500 268 277 Grp Sat Flow(s),veh/h/ln 673 1777 1754 984 1870 1382 1781 1777 1732 1728 1777 1821 Q Serve(g_s), s 7.4 11.0 11.2 19.1 19.3 16.6 3.5 23.1 23.1 17.2 12.2 12.3 Cycle Q Clear(g_c), s 26.7 11.0 11.2 30.4 19.3 16.6 3.5 23.1 23.1 17.2 12.2 12.3 Prop In Lane 1.00 0.35 1.00 1.00 1.00 0.43 1.00 0.14
Lane Grp Cap(c), veh/h 136 486 480 237 512 1180 196 688 670 525 763 782 V/C Ratio(X) 0.32 0.41 0.42 0.67 0.61 0.42 0.29 0.62 0.62 0.95 0.35 0.35 Avail Cap(c_a), veh/h 157 540 534 267 569 1265 196 688 670 677 763 782 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.78 0.78 0.78 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 35.6 35.7 59.1 48.4 30.8 49.1 29.6 29.6 50.5 23.0 23.1 Incr Delay (d2), s/veh 1.4 0.6 0.6 4.1 1.2 0.2 0.8 4.1 4.2 20.7 1.3 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 1.3 4.7 4.7 5.3 9.8 6.1 1.6 10.2 10.0 8.7 5.2 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.9 36.2 36.3 63.2 49.7 31.0 49.9 33.7 33.9 71.1 24.3 24.3 LnGrp LOS D D D E DCDCCECC
Approach Vol, veh/h 443 969 895 1045
Approach Delay, s/veh 37.8 42.2 34.8 46.7
Approach LOS DDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 25.7 53.9 40.3 20.7 59.0 40.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 40.5 39.5 12.5 54.5 39.5 Max Q Clear Time (g_c+I1), s 20.2 26.1 29.7 6.5 15.3 33.4 Green Ext Time (p_c), s 1.0 4.2 1.7 0.0 3.2 2.5
Intersection Summary
HCM 6th Ctrl Delay 41.1
HCM 6th LOS D

6.1-24
Item 1C - Page 463
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings EAC PM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 18 11 29 420 351 18
Future Volume (vph) 18 11 29 420 351 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-25
Item 1C - Page 464
HCM 6th TWSC EAC PM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 11 29 420 351 18
Future Vol, veh/h 18 11 29 420 351 18
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 2 22222
Mvmt Flow 20 12 33 472 394 20

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 952 414 419 0 - 0
Stage 1 409 -----
Stage 2 543 -----
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 288 638 1140 - - -
Stage 1 671 -----
Stage 2 582 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 277 632 1135 - - -
Mov Cap-2 Maneuver 405 -----
Stage 1 648 -----
Stage 2 579 -----

Approach EB NB SB
HCM Control Delay, s 13 0.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1135 - 405 632 - -
HCM Lane V/C Ratio 0.029 - 0.05 0.02 - -
HCM Control Delay (s) 8.3 - 14.4 10.8 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 0.1 - -

6.1-26
Item 1C - Page 465
Lanes, Volumes, Timings EAC PM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 37 36 23 410 340 4
Future Volume (vph) 37 36 23 410 340 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

6.1-27
Item 1C - Page 466
HCM 6th TWSC EAC PM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 37 36 23 410 340 4
Future Vol, veh/h 37 36 23 410 340 4
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 39 38 24 427 354 4

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 841 366 363 0 - 0
Stage 1 361 -----
Stage 2 480 -----
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 335 679 1196 - - -
Stage 1 705 -----
Stage 2 622 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 325 673 1190 - - -
Mov Cap-2 Maneuver 445 -----
Stage 1 687 -----
Stage 2 619 -----

Approach EB NB SB
HCM Control Delay, s 12.3 0.4 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1190 - 445 673 - -
HCM Lane V/C Ratio 0.02 - 0.087 0.056 - -
HCM Control Delay (s) 8.1 - 13.9 10.7 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0.2 - -

6.1-28
Item 1C - Page 467
Lanes, Volumes, Timings EAC PM Peak Hour
6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 46 1513 154 256 1155 26 170 19 379 43 19 33 Future Volume (vph) 46 1513 154 256 1155 26 170 19 379 43 19 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 12.8 67.8 67.8 23.2 78.2 78.2 29.0 29.0 29.0 29.0 29.0 Total Split (%) 10.7% 56.5% 56.5% 19.3% 65.2% 65.2% 24.2% 24.2% 24.2% 24.2% 24.2% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 86 (72%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

6.1-29
Item 1C - Page 468
______ "i tt .,, "i tt .,,
~ ZIB) 1 , .••
2s : l
HCM 6th Signalized Intersection Summary EAC PM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 1513 154 256 1155 26 170 19 379 43 19 33 Future Volume (veh/h) 46 1513 154 256 1155 26 170 19 379 43 19 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 1663 169 281 1269 29 187 21 416 47 21 36 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, % 222222222222
Cap, veh/h 253 1856 824 284 2218 986 243 21 282 60 110 189 Arrive On Green 0.01 0.52 0.52 0.11 0.62 0.62 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3554 1577 1781 3554 1579 1037 116 1572 952 615 1055 Grp Volume(v), veh/h 51 1663 169 281 1269 29 208 0 416 47 0 57 Grp Sat Flow(s),veh/h/ln 1781 1777 1577 1781 1777 1579 1154 0 1572 952 0 1670 Q Serve(g_s), s 1.1 50.4 6.9 13.1 25.0 0.8 18.0 0.0 21.5 0.0 0.0 3.5 Cycle Q Clear(g_c), s 1.1 50.4 6.9 13.1 25.0 0.8 21.5 0.0 21.5 21.5 0.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 0.90 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 253 1856 824 284 2218 986 264 0 282 60 0 299 V/C Ratio(X) 0.20 0.90 0.21 0.99 0.57 0.03 0.79 0.00 1.48 0.78 0.00 0.19 Avail Cap(c_a), veh/h 315 1856 824 319 2218 986 264 0 282 60 0 299 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 16.9 25.7 15.3 38.1 13.2 8.6 51.0 0.0 49.3 60.0 0.0 41.9 Incr Delay (d2), s/veh 0.4 7.2 0.6 45.9 1.1 0.1 20.9 0.0 233.0 65.1 0.0 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 0.3 21.2 2.5 11.8 9.2 0.3 7.6 0.0 26.4 2.5 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.2 33.0 15.9 84.0 14.3 8.7 72.0 0.0 282.2 125.1 0.0 43.3 LnGrp LOS B C B F BAEAFFAD
Approach Vol, veh/h 1883 1579 624 104
Approach Delay, s/veh 31.0 26.6 212.1 80.2
Approach LOS C C F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 20.8 70.2 29.0 8.6 82.4 29.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.7 63.3 24.5 8.3 73.7 24.5 Max Q Clear Time (g_c+I1), s 16.1 53.4 24.5 4.1 28.0 24.5 Green Ext Time (p_c), s 0.2 7.4 0.0 0.0 11.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 57.5
HCM 6th LOS E

6.1-30
Item 1C - Page 469
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Lanes, Volumes, Timings EAC PM Peak Hour
6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 46 1513 154 256 1155 26 170 19 379 43 19 33 Future Volume (vph) 46 1513 154 256 1155 26 170 19 379 43 19 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 150 150 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688144
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 12.8 69.0 69.0 25.0 81.2 81.2 26.0 26.0 25.0 26.0 26.0 Total Split (%) 10.7% 57.5% 57.5% 20.8% 67.7% 67.7% 21.7% 21.7% 20.8% 21.7% 21.7% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 86 (72%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

6.1-31
Item 1C - Page 470
I~., ~ s
2 fill
l
I
: :?.:5 1
~ ~ 06 IB!
L2s
HCM 6th Signalized Intersection Summary EAC PM Peak Hour 6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 1513 154 256 1155 26 170 19 379 43 19 33 Future Volume (veh/h) 46 1513 154 256 1155 26 170 19 379 43 19 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 1663 169 281 1269 29 187 21 416 47 21 36 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, % 222222222222
Cap, veh/h 269 1972 875 286 2307 1025 226 288 406 197 95 162 Arrive On Green 0.01 0.55 0.55 0.10 0.65 0.65 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1781 3554 1578 1781 3554 1579 1335 1870 1570 947 615 1054 Grp Volume(v), veh/h 51 1663 169 281 1269 29 187 21 416 47 0 57 Grp Sat Flow(s),veh/h/ln 1781 1777 1578 1781 1777 1579 1335 1870 1570 947 0 1668 Q Serve(g_s), s 1.1 47.0 6.4 12.0 23.4 0.8 14.9 1.2 18.5 5.4 0.0 3.6 Cycle Q Clear(g_c), s 1.1 47.0 6.4 12.0 23.4 0.8 18.5 1.2 18.5 6.5 0.0 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 269 1972 875 286 2307 1025 226 288 406 197 0 257 V/C Ratio(X) 0.19 0.84 0.19 0.98 0.55 0.03 0.83 0.07 1.02 0.24 0.00 0.22 Avail Cap(c_a), veh/h 332 1972 875 361 2307 1025 226 288 406 197 0 257 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 14.3 22.4 13.3 36.3 11.5 7.5 53.4 43.4 44.6 46.2 0.0 44.4 Incr Delay (d2), s/veh 0.3 4.6 0.5 39.0 0.9 0.1 28.1 0.5 51.0 2.8 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 0.3 18.9 2.3 11.2 8.3 0.3 7.3 0.6 17.4 1.4 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 27.0 13.8 75.3 12.4 7.6 81.5 43.9 95.6 49.0 0.0 46.4 LnGrp LOS B C BEBAFDFDAD
Approach Vol, veh/h 1883 1579 624 104
Approach Delay, s/veh 25.5 23.5 89.6 47.6
Approach LOS C C F D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.9 74.1 26.0 8.6 85.4 26.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 64.5 21.5 8.3 76.7 21.5 Max Q Clear Time (g_c+I1), s 15.0 50.0 9.5 4.1 26.4 21.5 Green Ext Time (p_c), s 0.4 10.0 0.3 0.0 11.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C

6.1-32
Item 1C - Page 471
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
APPENDIX 7.1: EAPC (2025) CONDITIONS

INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

Item 1C - Page 472

URBAN CROSSROADS
Crossley / Dinah Shore Gas Station / Gaming Traffic Analysis

15579-04 TA Report.docx
This Page Intentionally Left Blank
Item 1C - Page 473

URBAN CROSSROADS
Lanes, Volumes, Timings EAPC AM Peak Hour
1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 106 661 83 68 927 112 93 159 65 179 245 163 Future Volume (vph) 106 661 83 68 927 112 93 159 65 179 245 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 21.0 60.2 19.8 59.0 40.0 40.0 40.0 40.0 40.0 40.0 Total Split (%) 17.5% 50.2% 16.5% 49.2% 33.3% 33.3% 33.3% 33.3% 33.3% 33.3% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 80
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

7.1-1
Item 1C - Page 474
------ ~ t~ ---~ t~ t
f 01 ---+riJ2 (R) • i~~H

19.Ss I 160.2s I 110s I I
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HCM 6th Signalized Intersection Summary EAPC AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 661 83 68 927 112 93 159 65 179 245 163 Future Volume (veh/h) 106 661 83 68 927 112 93 159 65 179 245 163 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 796 100 82 1117 135 112 192 78 216 295 196 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 119 1675 210 25 1514 183 168 507 427 268 507 427 Arrive On Green 0.13 1.00 1.00 0.01 0.47 0.47 0.27 0.27 0.27 0.09 0.09 0.09 Sat Flow, veh/h 1781 3174 399 1781 3191 385 906 1870 1576 1107 1870 1576 Grp Volume(v), veh/h 128 445 451 82 621 631 112 192 78 216 295 196 Grp Sat Flow(s),veh/h/ln 1781 1777 1796 1781 1777 1799 906 1870 1576 1107 1870 1576 Q Serve(g_s), s 8.0 0.0 0.0 1.7 33.9 34.0 14.3 10.0 4.6 22.5 18.2 14.2 Cycle Q Clear(g_c), s 8.0 0.0 0.0 1.7 33.9 34.0 32.5 10.0 4.6 32.5 18.2 14.2 Prop In Lane 1.00 0.22 1.00 0.21 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 119 938 948 25 843 854 168 507 427 268 507 427 V/C Ratio(X) 1.07 0.48 0.48 3.30 0.74 0.74 0.67 0.38 0.18 0.81 0.58 0.46 Avail Cap(c_a), veh/h 200 938 948 183 843 854 168 507 427 268 507 427 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 0.0 0.0 59.2 25.5 25.5 53.1 35.6 33.6 60.1 48.1 46.3 Incr Delay (d2), s/veh 74.9 1.7 1.7 1055.7 5.7 5.7 19.0 2.2 0.9 22.4 4.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.7 0.4 0.4 8.0 14.7 14.9 4.2 4.7 1.8 8.6 9.8 6.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 126.8 1.7 1.7 1114.8 31.2 31.2 72.1 37.7 34.5 82.5 52.9 49.8 LnGrp LOS F A A F C C E D C F D D
Approach Vol, veh/h 1024 1334 382 707
Approach Delay, s/veh 17.4 97.8 47.1 61.1
Approach LOS B F D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.2 70.8 40.0 15.5 64.5 40.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.3 55.7 35.5 16.5 54.5 35.5 Max Q Clear Time (g_c+I1), s 4.7 3.0 35.5 11.0 37.0 35.5 Green Ext Time (p_c), s 0.1 6.1 0.0 0.1 7.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 60.8
HCM 6th LOS E

7.1-2
Item 1C - Page 475
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings EAPC AM Peak Hour
1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 106 661 83 68 927 112 93 159 65 179 245 163 Future Volume (vph) 106 661 83 68 927 112 93 159 65 179 245 163 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 150 90 90 150 100
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 6 8 8 4 4
Detector Phase 5 2 166888444
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) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.0 58.4 19.6 56.0 56.0 42.0 42.0 42.0 42.0 42.0 42.0 Total Split (%) 18.3% 48.7% 16.3% 46.7% 46.7% 35.0% 35.0% 35.0% 35.0% 35.0% 35.0% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 75
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

7.1-3
Item 1C - Page 476
+- t
------ ~ t~ --~ tt .,, t t
---+gi2 (Rl • -f""0 1 f+-0 4

58.4s I 1 19.6s I I 42s I I
.,)- 05 ~
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• 22s I I 56s I I 42s I I
HCM 6th Signalized Intersection Summary EAPC AM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 661 83 68 927 112 93 159 65 179 245 163 Future Volume (veh/h) 106 661 83 68 927 112 93 159 65 179 245 163 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 796 100 82 1117 135 112 192 78 216 295 196 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 222222222222
Cap, veh/h 123 1346 169 180 1621 719 184 538 453 288 538 453 Arrive On Green 0.07 0.42 0.42 0.10 0.46 0.46 0.29 0.29 0.29 0.09 0.09 0.09 Sat Flow, veh/h 1781 3174 399 1781 3554 1576 906 1870 1577 1107 1870 1577 Grp Volume(v), veh/h 128 446 450 82 1117 135 112 192 78 216 295 196 Grp Sat Flow(s),veh/h/ln 1781 1777 1796 1781 1777 1576 906 1870 1577 1107 1870 1577 Q Serve(g_s), s 8.3 23.1 23.1 5.2 29.9 6.1 14.6 9.8 4.4 23.3 18.1 14.1 Cycle Q Clear(g_c), s 8.3 23.1 23.1 5.2 29.9 6.1 32.7 9.8 4.4 33.1 18.1 14.1 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 123 754 762 180 1621 719 184 538 453 288 538 453 V/C Ratio(X) 1.04 0.59 0.59 0.46 0.69 0.19 0.61 0.36 0.17 0.75 0.55 0.43 Avail Cap(c_a), veh/h 215 754 762 180 1621 719 184 538 453 288 538 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 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 55.9 26.6 26.6 50.9 25.9 19.4 51.0 33.9 32.0 58.5 46.9 45.1 Incr Delay (d2), s/veh 61.0 3.4 3.4 1.8 2.4 0.6 14.1 1.8 0.8 16.3 4.0 3.0 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 5.7 10.0 10.1 2.4 12.4 2.3 3.9 4.6 1.8 8.2 9.6 6.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 116.9 29.9 29.9 52.7 28.3 20.0 65.1 35.8 32.9 74.9 50.9 48.1 LnGrp LOS F CCDCBEDCEDD
Approach Vol, veh/h 1024 1334 382 707
Approach Delay, s/veh 40.8 29.0 43.8 57.4
Approach LOS D C D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 19.6 58.4 42.0 15.7 62.3 42.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 15.1 53.9 37.5 17.5 51.5 37.5 Max Q Clear Time (g_c+I1), s 8.2 26.1 36.1 11.3 32.9 35.7 Green Ext Time (p_c), s 0.1 5.6 0.5 0.1 7.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 40.0
HCM 6th LOS D

7.1-4
Item 1C - Page 477
------ ~ ~ ~ " ~ ~ t ~ ~ t
Lanes, Volumes, Timings EAPC AM Peak Hour
2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 25 705 15 22 978 102 2 3 1 137 11 50 Future Volume (vph) 25 705 15 22 978 102 2 3 1 137 11 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.5 27.9 9.6 28.0 22.5 22.5 22.5 22.5
Total Split (%) 15.8% 46.5% 16.0% 46.7% 37.5% 37.5% 37.5% 37.5% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 43.8 (73%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

7.1-5
Item 1C - Page 478
+- t
------ ~ t~ ---~ t~

9.6s

9.Ss
HCM 6th Signalized Intersection Summary EAPC AM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 705 15 22 978 102 2 3 1 137 11 50 Future Volume (veh/h) 25 705 15 22 978 102 2 3 1 137 11 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 870 19 27 1207 126 2 4 1 169 14 62 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 222222222222
Cap, veh/h 153 1404 31 247 1270 132 401 361 90 468 75 331 Arrive On Green 0.00 0.39 0.39 0.00 0.78 0.78 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3555 78 1781 3246 338 1317 1442 361 1403 299 1324 Grp Volume(v), veh/h 31 435 454 27 659 674 2 0 5 169 0 76 Grp Sat Flow(s),veh/h/ln 1781 1777 1856 1781 1777 1807 1317 0 1803 1403 0 1623 Q Serve(g_s), s 0.1 11.8 11.8 0.1 18.8 19.1 0.1 0.0 0.1 6.2 0.0 2.2 Cycle Q Clear(g_c), s 0.1 11.8 11.8 0.1 18.8 19.1 2.3 0.0 0.1 6.3 0.0 2.2 Prop In Lane 1.00 0.04 1.00 0.19 1.00 0.20 1.00 0.82
Lane Grp Cap(c), veh/h 153 702 733 247 695 707 401 0 451 468 0 406 V/C Ratio(X) 0.20 0.62 0.62 0.11 0.95 0.95 0.00 0.00 0.01 0.36 0.00 0.19 Avail Cap(c_a), veh/h 209 702 733 306 695 707 401 0 451 468 0 406 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.6 14.5 14.5 18.6 6.0 6.0 18.6 0.0 16.9 19.3 0.0 17.7 Incr Delay (d2), s/veh 0.5 3.0 2.9 0.2 23.6 24.0 0.0 0.0 0.0 2.2 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.3 4.5 0.2 6.3 6.5 0.0 0.0 0.1 2.1 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.1 17.5 17.4 18.8 29.6 30.1 18.6 0.0 17.0 21.5 0.0 18.7 LnGrp LOS C B B B C C B A B C A B
Approach Vol, veh/h 920 1360 7 245
Approach Delay, s/veh 17.8 29.6 17.4 20.6
Approach LOS B C B C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 31.2 22.5 6.5 31.0 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.4 18.0 5.0 23.5 18.0 Max Q Clear Time (g_c+I1), s 3.1 14.8 9.3 3.1 22.1 5.3
Green Ext Time (p_c), s 0.0 3.3 0.6 0.0 1.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C

7.1-6
Item 1C - Page 479
------ ~ t~ --~ t~
Lanes, Volumes, Timings EAPC AM Peak Hour
3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 26 284 71 166 399 465 37 314 79 388 481 56 Future Volume (vph) 26 284 71 166 399 465 37 314 79 388 481 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 19.0 22.5 9.5 22.5 Total Split (s) 54.0 54.0 54.0 54.0 32.0 19.0 34.0 32.0 47.0 Total Split (%) 45.0% 45.0% 45.0% 45.0% 26.7% 15.8% 28.3% 26.7% 39.2% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 106.6 (89%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

7.1-7
Item 1C - Page 480
------ ~ t~ ---~ t 7'7' ~ t~
: l
HCM 6th Signalized Intersection Summary EAPC AM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 284 71 166 399 465 37 314 79 388 481 56 Future Volume (veh/h) 26 284 71 166 399 465 37 314 79 388 481 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 31 338 85 198 475 554 44 374 94 462 573 67 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, % 222222222222
Cap, veh/h 112 936 232 291 621 1315 269 955 237 490 1054 123 Arrive On Green 0.33 0.33 0.33 0.22 0.22 0.22 0.15 0.34 0.34 0.14 0.33 0.33 Sat Flow, veh/h 548 2819 699 963 1870 2769 1781 2818 700 3456 3203 374 Grp Volume(v), veh/h 31 211 212 198 475 554 44 234 234 462 317 323 Grp Sat Flow(s),veh/h/ln 548 1777 1741 963 1870 1384 1781 1777 1741 1728 1777 1800 Q Serve(g_s), s 6.5 10.8 11.1 24.0 28.6 17.0 2.6 12.0 12.3 15.9 17.5 17.6 Cycle Q Clear(g_c), s 35.1 10.8 11.1 35.1 28.6 17.0 2.6 12.0 12.3 15.9 17.5 17.6 Prop In Lane 1.00 0.40 1.00 1.00 1.00 0.40 1.00 0.21
Lane Grp Cap(c), veh/h 112 590 578 291 621 1315 269 602 590 490 585 592 V/C Ratio(X) 0.28 0.36 0.37 0.68 0.76 0.42 0.16 0.39 0.40 0.94 0.54 0.54 Avail Cap(c_a), veh/h 142 689 675 344 725 1468 269 602 590 706 585 592 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 30.4 30.5 50.2 42.3 24.5 44.3 30.2 30.3 51.0 32.9 32.9 Incr Delay (d2), s/veh 1.3 0.4 0.4 1.6 1.6 0.1 0.3 1.9 2.0 16.9 3.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.5 4.6 6.0 13.7 5.8 1.1 5.3 5.3 7.8 7.8 8.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.5 30.8 30.9 51.8 43.8 24.6 44.6 32.1 32.3 67.9 36.5 36.5 LnGrp LOS DCCDDCDCCEDD
Approach Vol, veh/h 454 1227 512 1102
Approach Delay, s/veh 32.4 36.5 33.3 49.7
Approach LOS CDCD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.5 48.2 47.3 25.7 47.0 47.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 27.5 29.5 49.5 14.5 42.5 49.5 Max Q Clear Time (g_c+I1), s 18.9 15.3 38.1 5.6 20.6 38.1 Green Ext Time (p_c), s 1.1 2.1 2.0 0.0 3.5 4.7
Intersection Summary
HCM 6th Ctrl Delay 39.8
HCM 6th LOS D

7.1-8
Item 1C - Page 481
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings EAPC AM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 76 15 116 261 463 20
Future Volume (vph) 76 15 116 261 463 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-9
Item 1C - Page 482
HCM 6th TWSC EAPC AM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 76 15 116 261 463 20
Future Vol, veh/h 76 15 116 261 463 20
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 81 81 81 81
Heavy Vehicles, % 2 22222
Mvmt Flow 94 19 143 322 572 25

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1203 595 602 0 - 0
Stage 1 590 -----
Stage 2 613 -----
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 204 504 975 - - -
Stage 1 554 -----
Stage 2 541 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 172 499 970 - - -
Mov Cap-2 Maneuver 307 -----
Stage 1 470 -----
Stage 2 538 -----

Approach EB NB SB
HCM Control Delay, s 20.3 2.9 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 970 - 307 499 - -
HCM Lane V/C Ratio 0.148 - 0.306 0.037 - -
HCM Control Delay (s) 9.4 - 21.8 12.5 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.5 - 1.3 0.1 - -

7.1-10
Item 1C - Page 483
Lanes, Volumes, Timings EAPC AM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 25 32 30 284 443 47
Future Volume (vph) 25 32 30 284 443 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-11
Item 1C - Page 484
HCM 6th TWSC EAPC AM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 32 30 284 443 47
Future Vol, veh/h 25 32 30 284 443 47
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 77 77 77 77 77 77
Heavy Vehicles, % 2 22222
Mvmt Flow 32 42 39 369 575 61

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1063 616 641 0 - 0
Stage 1 611 -----
Stage 2 452 -----
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 247 491 943 - - -
Stage 1 542 -----
Stage 2 641 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 234 486 939 - - -
Mov Cap-2 Maneuver 366 -----
Stage 1 517 -----
Stage 2 638 -----

Approach EB NB SB
HCM Control Delay, s 14.3 0.9 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 939 - 366 486 - -
HCM Lane V/C Ratio 0.041 - 0.089 0.086 - -
HCM Control Delay (s) 9 - 15.8 13.1 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0.3 - -

7.1-12
Item 1C - Page 485
Lanes, Volumes, Timings EAPC AM Peak Hour
6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 938 157 380 1642 25 127 20 218 20 27 32 Future Volume (vph) 37 938 157 380 1642 25 127 20 218 20 27 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 11.1 56.0 56.0 36.0 80.9 80.9 28.0 28.0 28.0 28.0 28.0 Total Split (%) 9.3% 46.7% 46.7% 30.0% 67.4% 67.4% 23.3% 23.3% 23.3% 23.3% 23.3% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 43.8 (37%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

7.1-13
Item 1C - Page 486
------ ~ tt .,, ~ tt .,,
36s
lLls
HCM 6th Signalized Intersection Summary EAPC AM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 938 157 380 1642 25 127 20 218 20 27 32 Future Volume (veh/h) 37 938 157 380 1642 25 127 20 218 20 27 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1054 176 427 1845 28 143 22 245 22 30 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 130 1790 794 439 2258 1003 220 25 268 82 132 158 Arrive On Green 0.01 0.50 0.50 0.14 0.64 0.64 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow, veh/h 1781 3554 1577 1781 3554 1579 960 148 1571 1112 770 924 Grp Volume(v), veh/h 42 1054 176 427 1845 28 165 0 245 22 0 66 Grp Sat Flow(s),veh/h/ln 1781 1777 1577 1781 1777 1579 1108 0 1571 1112 0 1694 Q Serve(g_s), s 0.8 25.1 7.5 15.5 47.3 0.8 14.1 0.0 18.4 2.4 0.0 4.0 Cycle Q Clear(g_c), s 0.8 25.1 7.5 15.5 47.3 0.8 18.1 0.0 18.4 20.5 0.0 4.0 Prop In Lane 1.00 1.00 1.00 1.00 0.87 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 130 1790 794 439 2258 1003 245 0 268 82 0 289 V/C Ratio(X) 0.32 0.59 0.22 0.97 0.82 0.03 0.67 0.00 0.91 0.27 0.00 0.23 Avail Cap(c_a), veh/h 172 1790 794 616 2258 1003 245 0 268 82 0 289 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.9 21.0 16.6 24.1 16.6 8.1 50.7 0.0 48.9 58.8 0.0 42.9 Incr Delay (d2), s/veh 1.4 1.4 0.6 24.9 3.4 0.1 13.8 0.0 36.4 7.8 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 10.1 2.7 9.0 17.6 0.3 5.7 0.0 9.7 0.8 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 22.4 17.3 49.0 20.0 8.2 64.5 0.0 85.3 66.6 0.0 44.8 LnGrp LOS C C B D C A E A F E A D
Approach Vol, veh/h 1272 2300 410 88
Approach Delay, s/veh 22.0 25.3 76.9 50.2
Approach LOS C C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 24.1 67.9 28.0 8.3 83.7 28.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 31.5 51.5 23.5 6.6 76.4 23.5 Max Q Clear Time (g_c+I1), s 18.5 28.1 23.5 3.8 50.3 21.4 Green Ext Time (p_c), s 1.1 8.1 0.0 0.0 16.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 30.0
HCM 6th LOS C

7.1-14
Item 1C - Page 487
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Lanes, Volumes, Timings EAPC AM Peak Hour
6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 938 157 380 1642 25 127 20 218 20 27 32 Future Volume (vph) 37 938 157 380 1642 25 127 20 218 20 27 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 150 150 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688144
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 12.0 56.0 56.0 37.0 81.0 81.0 27.0 27.0 37.0 27.0 27.0 Total Split (%) 10.0% 46.7% 46.7% 30.8% 67.5% 67.5% 22.5% 22.5% 30.8% 22.5% 22.5% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 43.8 (37%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

7.1-15
Item 1C - Page 488
rr::
12s I ~~ 06(R)
: l
HCM 6th Signalized Intersection Summary EAPC AM Peak Hour 6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 938 157 380 1642 25 127 20 218 20 27 32 Future Volume (veh/h) 37 938 157 380 1642 25 127 20 218 20 27 32 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 42 1054 176 427 1845 28 143 22 245 22 30 36 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 134 1835 814 440 2287 1016 230 304 467 229 125 150 Arrive On Green 0.01 0.52 0.52 0.13 0.64 0.64 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1781 3554 1577 1781 3554 1579 1325 1870 1570 1106 770 924 Grp Volume(v), veh/h 42 1054 176 427 1845 28 143 22 245 22 0 66 Grp Sat Flow(s),veh/h/ln 1781 1777 1577 1781 1777 1579 1325 1870 1570 1106 0 1694 Q Serve(g_s), s 0.8 24.5 7.3 14.9 46.2 0.8 12.6 1.2 15.6 2.1 0.0 4.1 Cycle Q Clear(g_c), s 0.8 24.5 7.3 14.9 46.2 0.8 16.7 1.2 15.6 3.3 0.0 4.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.55
Lane Grp Cap(c), veh/h 134 1835 814 440 2287 1016 230 304 467 229 0 275 V/C Ratio(X) 0.31 0.57 0.22 0.97 0.81 0.03 0.62 0.07 0.52 0.10 0.00 0.24 Avail Cap(c_a), veh/h 190 1835 814 639 2287 1016 230 304 467 229 0 275 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 27.2 20.0 15.8 23.4 15.8 7.8 51.1 42.6 35.2 44.0 0.0 43.8 Incr Delay (d2), s/veh 1.3 1.3 0.6 23.5 3.2 0.1 12.0 0.5 4.2 0.8 0.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 9.8 2.6 9.0 17.0 0.3 4.8 0.6 6.3 0.6 0.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.6 21.3 16.4 46.8 19.0 7.8 63.0 43.0 39.4 44.8 0.0 45.8 LnGrp LOS C C B D B A E D D D A D
Approach Vol, veh/h 1272 2300 410 88
Approach Delay, s/veh 20.8 24.0 47.8 45.6
Approach LOS CCDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 23.5 69.5 27.0 8.3 84.7 27.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 32.5 51.5 22.5 7.5 76.5 22.5 Max Q Clear Time (g_c+I1), s 17.9 27.5 7.1 3.8 49.2 19.7 Green Ext Time (p_c), s 1.1 8.2 0.3 0.0 16.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 25.9
HCM 6th LOS C

7.1-16
Item 1C - Page 489
Lanes, Volumes, Timings EAPC AM Peak Hour
7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 220 0 377 367 111
Future Volume (vph) 0 220 0 377 367 111
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 45 45
Link Distance (ft) 189 226 235
Travel Time (s) 4.3 3.4 3.6
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-17
Item 1C - Page 490
.,, _ t f+
HCM 6th TWSC EAPC AM Peak Hour
7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 220 0 377 367 111
Future Vol, veh/h 0 220 0 377 367 111
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 239 0 410 399 121

Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 470 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.22 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.318 ----
Pot Cap-1 Maneuver 0 594 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 588 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB NB SB
HCM Control Delay, s 15.3 0 0

HCM LOS C

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 588 - -
HCM Lane V/C Ratio - 0.407 - -
HCM Control Delay (s) - 15.3 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 2 - -

7.1-18
Item 1C - Page 491
t f+
Lanes, Volumes, Timings EAPC AM Peak Hour
8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 850 994 189 0 108
Future Volume (vph) 0 850 994 189 0 108
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 45 45 30
Link Distance (ft) 939 373 210
Travel Time (s) 14.2 5.7 4.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-19
Item 1C - Page 492
tt tt
HCM 6th TWSC EAPC AM Peak Hour
8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 850 994 189 0 108
Future Vol, veh/h 0 850 994 189 0 108
Conflicting Peds, #/hr 5 00555
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 150 - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 924 1080 205 0 117

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 550
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.32
Pot Cap-1 Maneuver 0 - - - 0 479
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 4 7 4
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 15.1

HCM LOS C

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 474
HCM Lane V/C Ratio - - - 0.248
HCM Control Delay (s) - - - 15.1
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 1

7.1-20
Item 1C - Page 493
tt tt .,,
Lanes, Volumes, Timings EAPC AM Peak Hour
9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 23 20 104 32 19 68
Future Volume (vph) 23 20 104 32 19 68
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 394 375 169
Travel Time (s) 9.0 8.5 3.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-21
Item 1C - Page 494
't+ ___ +f V
HCM 6th TWSC EAPC AM Peak Hour
9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 6
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 23 20 104 32 19 68
Future Vol, veh/h 23 20 104 32 19 68
Conflicting Peds, #/hr 0 55055
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 25 22 113 35 21 74

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 52 0 307 46
Stage 1 - - - - 41 -
Stage 2 - - - - 266 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1554 - 685 1023
Stage 1 - - - - 981 -
Stage 2 - - - - 779 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1547 - 628 1013
Mov Cap-2 Maneuver - - - - 628 -
Stage 1 - - - - 976 -
Stage 2 - - - - 718 -

Approach EB WB NB
HCM Control Delay, s 0 5.7 9.5

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 893 - - 1547 -
HCM Lane V/C Ratio 0.106 - - 0.073 -
HCM Control Delay (s) 9.5 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.4 - - 0.2 -

7.1-22
Item 1C - Page 495
Lanes, Volumes, Timings EAPC PM Peak Hour
1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 137 774 91 65 782 151 99 229 87 204 198 96 Future Volume (vph) 137 774 91 65 782 151 99 229 87 204 198 96 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 0 90 90 100 100
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 90 90 90 30
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm NA Perm Perm NA Perm
Protected Phases 5 2 1 6 8 4
Permitted Phases 8 8 4 4
Detector Phase 5 2 1 6 888444
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) 18.0 57.0 18.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 18.0 57.0 18.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 15.0% 47.5% 15.0% 47.5% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 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 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 120
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

7.1-23
Item 1C - Page 496
------ ~ t~ --~ t~ t .,, ~ t
I?.:: l ~,;·; : l
HCM 6th Signalized Intersection Summary EAPC PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 137 774 91 65 782 151 99 229 87 204 198 96 Future Volume (veh/h) 137 774 91 65 782 151 99 229 87 204 198 96 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 144 815 96 68 823 159 104 241 92 215 208 101 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, % 222222222222
Cap, veh/h 130 1561 184 22 1266 245 283 584 493 281 584 493 Arrive On Green 0.07 0.49 0.49 0.01 0.43 0.43 0.31 0.31 0.31 0.10 0.10 0.10 Sat Flow, veh/h 1781 3200 377 1781 2967 573 1069 1870 1577 1046 1870 1577 Grp Volume(v), veh/h 144 452 459 68 493 489 104 241 92 215 208 101 Grp Sat Flow(s),veh/h/ln 1781 1777 1800 1781 1777 1763 1069 1870 1577 1046 1870 1577 Q Serve(g_s), s 8.8 21.0 21.0 1.5 26.4 26.4 10.2 12.2 5.1 24.6 12.4 7.0 Cycle Q Clear(g_c), s 8.8 21.0 21.0 1.5 26.4 26.4 22.7 12.2 5.1 36.8 12.4 7.0 Prop In Lane 1.00 0.21 1.00 0.33 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 866 878 22 758 753 283 584 493 281 584 493 V/C Ratio(X) 1.10 0.52 0.52 3.09 0.65 0.65 0.37 0.41 0.19 0.77 0.36 0.20 Avail Cap(c_a), veh/h 156 866 878 156 758 753 283 584 493 281 584 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 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 55.6 21.1 21.1 59.3 27.3 27.3 41.6 32.6 30.1 59.6 42.6 40.2 Incr Delay (d2), s/veh 104.7 2.2 2.2 966.7 4.3 4.3 3.6 2.1 0.8 18.0 1.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 8.7 8.8 6.6 11.5 11.4 2.9 5.7 2.0 8.3 6.4 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 160.3 23.4 23.4 1025.9 31.6 31.6 45.2 34.7 31.0 77.6 44.3 41.1 LnGrp LOS F C C F CCDCCEDD
Approach Vol, veh/h 1055 1050 437 524
Approach Delay, s/veh 42.1 96.0 36.4 57.3
Approach LOS D F D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.0 66.0 45.0 16.3 58.7 45.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 52.5 40.5 13.5 52.5 40.5 Max Q Clear Time (g_c+I1), s 4.5 24.0 39.8 11.8 29.4 25.7 Green Ext Time (p_c), s 0.1 5.8 0.2 0.1 6.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 62.3
HCM 6th LOS E

7.1-24
Item 1C - Page 497
------ ~ t~ --~ t~ t .,, ~ t
Lanes, Volumes, Timings EAPC PM Peak Hour
1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 137 774 91 65 782 151 99 229 87 204 198 96 Future Volume (vph) 137 774 91 65 782 151 99 229 87 204 198 96 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 140 150 90 90 150 100
Storage Lanes 1 0 1 1 1 1 1 1
Taper Length (ft) 90 90 90 60
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 373 416 358 226
Travel Time (s) 5.7 6.3 5.4 3.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA Perm Protected Phases 5 2 1 6 8 4
Permitted Phases 6 8 8 4 4
Detector Phase 5 2 166888444
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) 18.0 57.0 18.0 57.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (s) 18.0 57.0 18.0 57.0 57.0 45.0 45.0 45.0 45.0 45.0 45.0 Total Split (%) 15.0% 47.5% 15.0% 47.5% 47.5% 37.5% 37.5% 37.5% 37.5% 37.5% 37.5% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lead Lag Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None C-Max None C-Max C-Max Max Max Max Max Max Max Intersection Summary
Area Type: Other
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: 120
Control Type: Actuated-Coordinated
Splits and Phases: 1: Crossley Rd. & Dinah Shore Dr.

7.1-25
Item 1C - Page 498
------ ~ t~ --~ tt ~ ~ t ~ ~ t
: l
HCM 6th Signalized Intersection Summary EAPC PM Peak Hour 1: Crossley Rd. & Dinah Shore Dr. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 137 774 91 65 782 151 99 229 87 204 198 96 Future Volume (veh/h) 137 774 91 65 782 151 99 229 87 204 198 96 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 144 815 96 68 823 159 104 241 92 215 208 101 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, % 222222222222
Cap, veh/h 130 1320 155 156 1517 673 283 584 493 281 584 493 Arrive On Green 0.07 0.41 0.41 0.09 0.43 0.43 0.31 0.31 0.31 0.10 0.10 0.10 Sat Flow, veh/h 1781 3200 377 1781 3554 1576 1069 1870 1577 1046 1870 1577 Grp Volume(v), veh/h 144 453 458 68 823 159 104 241 92 215 208 101 Grp Sat Flow(s),veh/h/ln 1781 1777 1800 1781 1777 1576 1069 1870 1577 1046 1870 1577 Q Serve(g_s), s 8.8 24.1 24.1 4.3 20.7 7.7 10.2 12.2 5.1 24.6 12.4 7.0 Cycle Q Clear(g_c), s 8.8 24.1 24.1 4.3 20.7 7.7 22.7 12.2 5.1 36.8 12.4 7.0 Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 733 742 156 1517 673 283 584 493 281 584 493 V/C Ratio(X) 1.10 0.62 0.62 0.44 0.54 0.24 0.37 0.41 0.19 0.77 0.36 0.20 Avail Cap(c_a), veh/h 156 733 742 156 1517 673 283 584 493 281 584 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 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 55.6 27.8 27.8 51.9 25.7 21.9 41.6 32.6 30.1 59.6 42.6 40.2 Incr Delay (d2), s/veh 104.7 3.9 3.8 1.9 1.4 0.8 3.6 2.1 0.8 18.0 1.7 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 10.5 10.6 2.0 8.6 2.9 2.9 5.7 2.0 8.3 6.4 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 160.3 31.7 31.6 53.9 27.1 22.8 45.2 34.7 31.0 77.6 44.3 41.1 LnGrp LOS F CCDCCDCCEDD
Approach Vol, veh/h 1055 1050 437 524
Approach Delay, s/veh 49.2 28.1 36.4 57.3
Approach LOS D C D E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 18.0 57.0 45.0 16.3 58.7 45.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 13.5 52.5 40.5 13.5 52.5 40.5 Max Q Clear Time (g_c+I1), s 7.3 27.1 39.8 11.8 23.7 25.7 Green Ext Time (p_c), s 0.1 5.6 0.2 0.1 6.4 1.7
Intersection Summary
HCM 6th Ctrl Delay 41.6
HCM 6th LOS D

7.1-26
Item 1C - Page 499
------ ~ ~ ~ " ~ ~ t ~ ~ t
Lanes, Volumes, Timings EAPC PM Peak Hour
2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 850 4 6 806 93 9 4 2 107 1 41
Future Volume (vph) 31 850 4 6 806 93 9 4 2 107 1 41
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 0 160 0 0 0 40 0
Storage Lanes 1 0 1 0 1 0 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 35 35
Link Distance (ft) 1338 939 391 593
Travel Time (s) 20.3 14.2 7.6 11.6
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 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 Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm NA Perm NA
Protected Phases 5 2 1 6 8 4
Permitted Phases 2684
Detector Phase 5 2 1 6 8 8 4 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 9.6 27.8 9.6 27.8 22.6 22.6 22.6 22.6
Total Split (%) 16.0% 46.3% 16.0% 46.3% 37.7% 37.7% 37.7% 37.7% 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) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5
Lead/Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None C-Max None C-Max Max Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 27 (45%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: San Luis Rey Dr. & Dinah Shore Dr.

7.1-27
Item 1C - Page 500
------ ~ t~ ---~ t~

9.6s

9.6s
HCM 6th Signalized Intersection Summary EAPC PM Peak Hour 2: San Luis Rey Dr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 850 4 6 806 93 9 4 2 107 1 41 Future Volume (veh/h) 31 850 4 6 806 93 9 4 2 107 1 41
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 0.99 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 885 4 6 840 97 9 4 2 111 1 43
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, % 222222222222
Cap, veh/h 215 1507 7 265 1247 144 432 295 148 469 9 389 Arrive On Green 0.00 0.42 0.42 0.00 0.26 0.26 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1781 3628 16 1781 3207 370 1355 1174 587 1402 36 1545 Grp Volume(v), veh/h 32 433 456 6 465 472 9 0 6 111 0 44 Grp Sat Flow(s),veh/h/ln 1781 1777 1867 1781 1777 1801 1355 0 1761 1402 0 1581 Q Serve(g_s), s 0.1 11.3 11.3 0.1 14.1 14.1 0.3 0.0 0.2 3.9 0.0 1.3 Cycle Q Clear(g_c), s 0.1 11.3 11.3 0.1 14.1 14.1 1.6 0.0 0.2 4.0 0.0 1.3 Prop In Lane 1.00 0.01 1.00 0.21 1.00 0.33 1.00 0.98
Lane Grp Cap(c), veh/h 215 738 776 265 691 700 432 0 443 469 0 398 V/C Ratio(X) 0.15 0.59 0.59 0.02 0.67 0.67 0.02 0.00 0.01 0.24 0.00 0.11 Avail Cap(c_a), veh/h 274 738 776 324 691 700 432 0 443 469 0 398 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.1 13.6 13.6 13.1 18.8 18.8 17.9 0.0 16.9 18.4 0.0 17.3 Incr Delay (d2), s/veh 0.2 2.1 2.0 0.0 5.2 5.1 0.1 0.0 0.1 1.2 0.0 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 0.3 4.0 4.1 0.0 6.5 6.5 0.1 0.0 0.1 1.3 0.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.3 15.7 15.6 13.2 24.0 23.9 18.0 0.0 16.9 19.6 0.0 17.8 LnGrp LOS C B B B C C BABBAB
Approach Vol, veh/h 921 943 15 155
Approach Delay, s/veh 15.8 23.9 17.6 19.1
Approach LOS B C B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 32.4 22.6 6.6 30.8 22.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 23.3 18.1 5.1 23.3 18.1 Max Q Clear Time (g_c+I1), s 3.1 14.3 7.0 3.1 17.1 4.6
Green Ext Time (p_c), s 0.0 3.4 0.3 0.0 2.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B

7.1-28
Item 1C - Page 501
------ ~ t~ --~ t~
Lanes, Volumes, Timings EAPC PM Peak Hour
3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 37 300 60 141 284 431 48 561 159 432 429 34 Future Volume (vph) 37 300 60 141 284 431 48 561 159 432 429 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 155 0 165 300 90 0 285 0
Storage Lanes 1 0 1 1 1 0 2 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 417 1338 401 622
Travel Time (s) 6.3 20.3 6.1 9.4
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type Perm NA Perm NA pm+ov Prot NA Prot NA
Protected Phases 4 8152 16
Permitted Phases 4 8 8
Detector Phase 4 4 88152 16
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) 22.5 22.5 22.5 22.5 9.5 9.5 22.5 9.5 22.5 Total Split (s) 44.0 44.0 44.0 44.0 31.0 17.0 45.0 31.0 59.0 Total Split (%) 36.7% 36.7% 36.7% 36.7% 25.8% 14.2% 37.5% 25.8% 49.2% Yellow Time (s) 3.5 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 1.0
Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Max None C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29.8 (25%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 3: Gene Autry Tr. & Dinah Shore Dr.

7.1-29
Item 1C - Page 502
------ ~ t~ ---~ t 7'7' ~ t~
: l
HCM 6th Signalized Intersection Summary EAPC PM Peak Hour 3: Gene Autry Tr. & Dinah Shore Dr.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 300 60 141 284 431 48 561 159 432 429 34 Future Volume (veh/h) 37 300 60 141 284 431 48 561 159 432 429 34 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 44 353 71 166 334 507 56 660 187 508 505 40 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, % 222222222222
Cap, veh/h 134 843 168 240 534 1220 174 1018 288 533 1431 113 Arrive On Green 0.29 0.29 0.29 0.09 0.09 0.09 0.10 0.37 0.37 0.15 0.43 0.43 Sat Flow, veh/h 654 2951 587 962 1870 2765 1781 2731 773 3456 3335 263 Grp Volume(v), veh/h 44 211 213 166 334 507 56 429 418 508 268 277 Grp Sat Flow(s),veh/h/ln 654 1777 1761 962 1870 1383 1781 1777 1727 1728 1777 1821 Q Serve(g_s), s 7.7 11.5 11.8 20.6 20.6 16.6 3.5 24.0 24.0 17.5 12.2 12.3 Cycle Q Clear(g_c), s 28.3 11.5 11.8 32.4 20.6 16.6 3.5 24.0 24.0 17.5 12.2 12.3 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.45 1.00 0.14
Lane Grp Cap(c), veh/h 134 508 503 240 534 1220 174 662 644 533 763 782 V/C Ratio(X) 0.33 0.42 0.42 0.69 0.63 0.42 0.32 0.65 0.65 0.95 0.35 0.35 Avail Cap(c_a), veh/h 147 540 536 258 569 1271 174 662 644 677 763 782 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.76 0.76 0.76 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.5 34.7 34.8 59.4 48.2 29.8 50.4 31.1 31.1 50.3 23.0 23.1 Incr Delay (d2), s/veh 1.4 0.5 0.6 5.4 1.5 0.2 1.1 4.9 5.0 21.1 1.3 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 1.3 4.9 5.0 5.7 10.5 6.1 1.6 10.7 10.5 8.9 5.2 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 51.9 35.3 35.4 64.7 49.6 30.0 51.5 36.0 36.2 71.4 24.3 24.3 LnGrp LOS D D D E DCDDDECC
Approach Vol, veh/h 468 1007 903 1053
Approach Delay, s/veh 36.9 42.2 37.0 47.0
Approach LOS DDDD
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 26.0 52.2 41.8 19.2 59.0 41.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 40.5 39.5 12.5 54.5 39.5 Max Q Clear Time (g_c+I1), s 20.5 27.0 31.3 6.5 15.3 35.4 Green Ext Time (p_c), s 1.0 4.1 1.6 0.0 3.2 1.9
Intersection Summary
HCM 6th Ctrl Delay 41.6
HCM 6th LOS D

7.1-30
Item 1C - Page 503
______ "i tf+ "i t 7'7' "i tf+ - "i"i tf+
Lanes, Volumes, Timings EAPC PM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 83 11 122 395 392 18
Future Volume (vph) 83 11 122 395 392 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 375 235 852
Travel Time (s) 8.5 3.6 12.9
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-31
Item 1C - Page 504
HCM 6th TWSC EAPC PM Peak Hour
4: Crossley Rd. & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 83 11 122 395 392 18
Future Vol, veh/h 83 11 122 395 392 18
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 50 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 2 22222
Mvmt Flow 93 12 137 444 440 20

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1178 460 465 0 - 0
Stage 1 455 -----
Stage 2 723 -----
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 211 601 1096 - - -
Stage 1 639 -----
Stage 2 481 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 183 595 1091 - - -
Mov Cap-2 Maneuver 318 -----
Stage 1 556 -----
Stage 2 479 -----

Approach EB NB SB
HCM Control Delay, s 19.9 2.1 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1091 - 318 595 - -
HCM Lane V/C Ratio 0.126 - 0.293 0.021 - -
HCM Control Delay (s) 8.8 - 21 11.2 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.4 - 1.2 0.1 - -

7.1-32
Item 1C - Page 505
Lanes, Volumes, Timings EAPC PM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 37 43 30 443 374 4
Future Volume (vph) 37 43 30 443 374 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 120 0
Storage Lanes 1 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 30 45 45
Link Distance (ft) 765 852 1333
Travel Time (s) 17.4 12.9 20.2
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-33
Item 1C - Page 506
HCM 6th TWSC EAPC PM Peak Hour
5: Crossley Rd. & Sunny Dunes Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 37 43 30 443 374 4
Future Vol, veh/h 37 43 30 443 374 4
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 100 0 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 39 45 31 461 390 4

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 925 402 399 0 - 0
Stage 1 397 -----
Stage 2 528 -----
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 299 648 1160 - - -
Stage 1 679 -----
Stage 2 592 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 288 642 1154 - - -
Mov Cap-2 Maneuver 414 -----
Stage 1 657 -----
Stage 2 589 -----

Approach EB NB SB
HCM Control Delay, s 12.7 0.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1154 - 414 642 - -
HCM Lane V/C Ratio 0.027 - 0.093 0.07 - -
HCM Control Delay (s) 8.2 - 14.6 11 - -
HCM Lane LOS A - B B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 0.2 - -

7.1-34
Item 1C - Page 507
Lanes, Volumes, Timings EAPC PM Peak Hour
6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 46 1513 174 270 1155 26 190 19 392 43 19 33 Future Volume (vph) 46 1513 174 270 1155 26 190 19 392 43 19 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 0 75 100 0
Storage Lanes 1 1 1 1 0 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688844
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 12.9 66.2 66.2 24.2 77.5 77.5 29.6 29.6 29.6 29.6 29.6 Total Split (%) 10.8% 55.2% 55.2% 20.2% 64.6% 64.6% 24.7% 24.7% 24.7% 24.7% 24.7% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max Max Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 87 (73%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

7.1-35
Item 1C - Page 508
+- t
------ ~ tt .,, ~ tt .,,
f 01 J:. ~04 ~2 (Rl • 24.2s I 166.2s I I 29.6s I I
.,)- 05 ~
""f~s ~ 0 6 (R} • 12.9s I 177,Ss I I 29.6s I I
HCM 6th Signalized Intersection Summary EAPC PM Peak Hour 6: Crossley Rd. & Ramon Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 1513 174 270 1155 26 190 19 392 43 19 33 Future Volume (veh/h) 46 1513 174 270 1155 26 190 19 392 43 19 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 1663 191 297 1269 29 209 21 431 47 21 36 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, % 222222222222
Cap, veh/h 249 1789 794 299 2201 978 251 19 290 60 113 194 Arrive On Green 0.01 0.50 0.50 0.12 0.62 0.62 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 3554 1577 1781 3554 1579 1052 106 1572 939 615 1055 Grp Volume(v), veh/h 51 1663 191 297 1269 29 230 0 431 47 0 57 Grp Sat Flow(s),veh/h/ln 1781 1777 1577 1781 1777 1579 1158 0 1572 939 0 1670 Q Serve(g_s), s 1.1 52.4 8.2 14.8 25.4 0.9 18.6 0.0 22.1 0.0 0.0 3.5 Cycle Q Clear(g_c), s 1.1 52.4 8.2 14.8 25.4 0.9 22.1 0.0 22.1 22.1 0.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 249 1789 794 299 2201 978 271 0 290 60 0 308 V/C Ratio(X) 0.20 0.93 0.24 0.99 0.58 0.03 0.85 0.00 1.49 0.78 0.00 0.19 Avail Cap(c_a), veh/h 313 1789 794 324 2201 978 271 0 290 60 0 308 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 17.9 27.8 16.8 39.6 13.5 8.9 51.4 0.0 49.0 60.0 0.0 41.3 Incr Delay (d2), s/veh 0.4 10.1 0.7 46.7 1.1 0.1 27.0 0.0 237.4 65.1 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 22.8 3.0 12.5 9.3 0.3 8.8 0.0 27.5 2.5 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 37.9 17.6 86.3 14.6 8.9 78.3 0.0 286.4 125.1 0.0 42.7 LnGrp LOS B D B F BAEAFFAD
Approach Vol, veh/h 1905 1595 661 104
Approach Delay, s/veh 35.3 27.9 214.0 79.9
Approach LOS D C F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.5 67.9 29.6 8.6 81.8 29.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.7 61.7 25.1 8.4 73.0 25.1 Max Q Clear Time (g_c+I1), s 17.8 55.4 25.1 4.1 28.4 25.1 Green Ext Time (p_c), s 0.2 5.0 0.0 0.0 11.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 61.3
HCM 6th LOS E

7.1-36
Item 1C - Page 509
______ "i tt .,, "i tt .,, - 4' .,, "i f+
Lanes, Volumes, Timings EAPC PM Peak Hour
6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 46 1513 174 270 1155 26 190 19 392 43 19 33 Future Volume (vph) 46 1513 174 270 1155 26 190 19 392 43 19 33 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 170 0 80 50 150 150 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 45 45 45 45
Link Distance (ft) 908 364 1333 308
Travel Time (s) 13.8 5.5 20.2 4.7
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
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 Shared Lane Traffic (%)
Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA pm+ov Perm NA Protected Phases 5 2 1 6 8 1 4
Permitted Phases 2 2 6 6 8 8 4
Detector Phase 52216688144
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) 9.5 22.5 22.5 9.5 22.5 22.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 12.8 67.7 67.7 25.0 79.9 79.9 27.3 27.3 25.0 27.3 27.3 Total Split (%) 10.7% 56.4% 56.4% 20.8% 66.6% 66.6% 22.8% 22.8% 20.8% 22.8% 22.8% Yellow Time (s) 3.5 3.5 3.5 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 1.0 1.0 1.0 Lost Time Adjust (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost Time (s) 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max C-Max None C-Max C-Max Max Max None Max Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 87 (73%), Referenced to phase 2:EBTL and 6:WBTL, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 6: Crossley Rd. & Ramon Rd.

7.1-37
Item 1C - Page 510
------ ~ tt .,, ~ tt .,,
2Ss

12.Ss
HCM 6th Signalized Intersection Summary EAPC PM Peak Hour 6: Crossley Rd. & Ramon Rd. WITH IMPROVEMENTS
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\03 - With Improvements_EAC & EAPC.syn Urban Crossroads, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 1513 174 270 1155 26 190 19 392 43 19 33 Future Volume (veh/h) 46 1513 174 270 1155 26 190 19 392 43 19 33 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 0.99 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 1663 191 297 1269 29 209 21 431 47 21 36 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, % 222222222222
Cap, veh/h 262 1877 833 301 2269 1008 241 309 448 205 101 174 Arrive On Green 0.01 0.53 0.53 0.12 0.64 0.64 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow, veh/h 1781 3554 1578 1781 3554 1579 1336 1870 1571 934 615 1054 Grp Volume(v), veh/h 51 1663 191 297 1269 29 209 21 431 47 0 57 Grp Sat Flow(s),veh/h/ln 1781 1777 1578 1781 1777 1579 1336 1870 1571 934 0 1669 Q Serve(g_s), s 1.1 49.8 7.8 14.0 24.1 0.8 16.3 1.1 19.8 5.4 0.0 3.5 Cycle Q Clear(g_c), s 1.1 49.8 7.8 14.0 24.1 0.8 19.8 1.1 19.8 6.5 0.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.63
Lane Grp Cap(c), veh/h 262 1877 833 301 2269 1008 241 309 448 205 0 275 V/C Ratio(X) 0.19 0.89 0.23 0.99 0.56 0.03 0.87 0.07 0.96 0.23 0.00 0.21 Avail Cap(c_a), veh/h 324 1877 833 348 2269 1008 241 309 448 205 0 275 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 15.9 25.1 15.2 38.3 12.2 8.0 53.0 42.3 42.3 45.1 0.0 43.3 Incr Delay (d2), s/veh 0.4 6.6 0.6 42.6 1.0 0.1 31.8 0.4 33.9 2.6 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 20.8 2.8 12.2 8.7 0.3 8.3 0.6 16.3 1.4 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.2 31.7 15.8 81.0 13.2 8.0 84.8 42.7 76.2 47.6 0.0 45.0 LnGrp LOS B C B F B A F D E D A D
Approach Vol, veh/h 1905 1595 661 104
Approach Delay, s/veh 29.7 25.7 77.9 46.2
Approach LOS C C E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 21.8 70.9 27.3 8.6 84.1 27.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 63.2 22.8 8.3 75.4 22.8 Max Q Clear Time (g_c+I1), s 17.0 52.8 9.5 4.1 27.1 22.8 Green Ext Time (p_c), s 0.3 7.7 0.3 0.0 11.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 36.1
HCM 6th LOS D

7.1-38
Item 1C - Page 511
Lanes, Volumes, Timings EAPC PM Peak Hour
7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 195 0 517 303 100
Future Volume (vph) 0 195 0 517 303 100
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 45 45
Link Distance (ft) 189 226 235
Travel Time (s) 4.3 3.4 3.6
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-39
Item 1C - Page 512
.,, _ t f+
HCM 6th TWSC EAPC PM Peak Hour
7: Crossley Rd. & Dwy. 1
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 195 0 517 303 100
Future Vol, veh/h 0 195 0 517 303 100
Conflicting Peds, #/hr 5 55005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 212 0 562 329 109

Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 394 - 0 - 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.22 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.318 ----
Pot Cap-1 Maneuver 0 655 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 649 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB NB SB
HCM Control Delay, s 13.2 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 SBT SBR
Capacity (veh/h) - 649 - -
HCM Lane V/C Ratio - 0.327 - -
HCM Control Delay (s) - 13.2 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 1.4 - -

7.1-40
Item 1C - Page 513
t f+
Lanes, Volumes, Timings EAPC PM Peak Hour
8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 1002 811 166 0 94
Future Volume (vph) 0 1002 811 166 0 94
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 45 45 30
Link Distance (ft) 939 373 210
Travel Time (s) 14.2 5.7 4.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-41
Item 1C - Page 514
tt tt
HCM 6th TWSC EAPC PM Peak Hour
8: Dinah Shore Dr. & Dwy. 2
Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1002 811 166 0 94
Future Vol, veh/h 0 1002 811 166 0 94
Conflicting Peds, #/hr 5 00555
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - 150 - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 1089 882 180 0 102

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 451
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 6.94
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.32
Pot Cap-1 Maneuver 0 - - - 0 556
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 5 5 1
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 13

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 551
HCM Lane V/C Ratio - - - 0.185
HCM Control Delay (s) - - - 13
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.7

7.1-42
Item 1C - Page 515
tt tt .,,
Lanes, Volumes, Timings EAPC PM Peak Hour
9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 29 21 93 47 20 65
Future Volume (vph) 29 21 93 47 20 65
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 30 30 30
Link Distance (ft) 394 375 169
Travel Time (s) 9.0 8.5 3.8
Confl. Peds. (#/hr) 5 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized

7.1-43
Item 1C - Page 516
't+ ___ +f V
HCM 6th TWSC EAPC PM Peak Hour
9: Dwy. 3 & Indian Springs Rd.

Crossley/Dinah Shore Gas Station/Gaming Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15500\15579\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 5.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 29 21 93 47 20 65
Future Vol, veh/h 29 21 93 47 20 65
Conflicting Peds, #/hr 0 55055
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 32 23 101 51 22 71

Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 60 0 307 54
Stage 1 - - - - 49 -
Stage 2 - - - - 258 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1544 - 685 1013
Stage 1 - - - - 973 -
Stage 2 - - - - 785 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1537 - 632 1003
Mov Cap-2 Maneuver - - - - 632 -
Stage 1 - - - - 968 -
Stage 2 - - - - 728 -

Approach EB WB NB
HCM Control Delay, s 0 5 9.6

HCM LOS A

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 881 - - 1537 -
HCM Lane V/C Ratio 0.105 - - 0.066 -
HCM Control Delay (s) 9.6 - - 7.5 0
HCM Lane LOS A - - A A
HCM 95th %tile Q(veh) 0.3 - - 0.2 -

7.1-44
Item 1C - Page 517

DATE: October 24, 2023
TO: Nicole Criste, Terra Nova Planning & Research, Inc.

FROM: John Kain and Marlie Whiteman, Urban Crossroads, Inc.

JOB NO: 15579-03 VMT.docx

CROSSLEY/DINAH SHORE GAS ST ATION/GAMING VEHICLE MILES

TRAVELED (VMT) SCREENING EVALUATION
On behalf of Terra Nova Planning & Rese arch and Agua Caliente Band of Cahuilla Indians, Urban Crossroads, Inc. is please d to submit the following Vehicle Miles Traveled (VMT) Screening Evaluation for the Crossley/Dinah Shore Gas Station/Gaming (Project). The purpose of this transmittal is to provide you with an opportunity to comment on the VMT screening of this Project, which consists of 24 gasoline/diesel fuel pumps with a 5,500 square foot convenience store, and 4,000 square feet of Class II gaming space. The Project is located on Agua Caliente Indian Reservation property at the northwest corner of Crossley Road and Dinah Shore Drive in the City of Palm Springs.

PROJECT OVERVIEW
The Project consists of a fuel station wi th 5,500sf convenience store, and 4,000sf gaming space. Exhibit A presents the Project site plan.

The California Environmental Quality Act (CEQA) requires all lead agencies to adopt VMT as the measure for identifying transp ortation impacts for land use projects.

To comply with CEQA, the City of Palm Springs adopted analytical procedures, screening tools, and impact thresholds for VMT, which are documented in their City of Palm Springs Traffic Impact Analysis Guidelines (July 2020) (City Guidelines) (1).

The adopted City Guidelines were used to prepare this VMT screening evaluation.

VMT SCREENING
Consistent with City Guidelines, projec ts should evaluate available screening criteria based on their location and project type to determine if a presumption of a less than significant transportation impact can be made. The Project Type Screening threshold was selected for revi ew based on its applicability to the proposed Project.

Item 1C - Page 518

URBAN CROSSROADS
DINAH SHORE DR.

CROSSLEY ROAD
INDIAN SPRINGS RD.
10/18/23

PROPOSED GAS STATION
NWC DINAH SHORE DR. AND
CROSSLEY RD.

PL 408.88'
PL 374.99'
12 MPDS
91 DIESEL
10K GALLONS12K GALLONS
25K GALLONS
7,000 SF C-STORE40'-4"
32'-0" 19'-0" 10'-0"
38'-0" 38'-0" 38'-0" 38'-0" 38'-0"
75'-5" 44'-8"
157'-1"12'-0"DECELERATION LANE
30'-6"
30'-0"
30'-0"
V8

EV CHARGING STALLS

RETENTION AREA
2 Item 1C - Page 519
URBAN I CROSSROADS Crossley/Dinah Shore Gas Station/Gaminng Traffic Analysis ,--------..,
~
EXHIBIT A: PRELIMINARY SITE PLAN
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b -----I::=:~---=~--==-.,:e-=-=------=~--==-.,-:e-=-=------=--==""'---==--~-t- 15579 - 01 - scope.dwg
marks
llEGEN~cts
~ 't. = RIGHT·IN/RIGHT·OUT ONLY
Nicole Criste, Terra Nova Planning & Research, Inc.

October 24, 2023

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