Rancho Mirage City Council
April 18, 2024

As shown in Table 1, the Project is anticipated to generate a total of 5,680 trip-ends per day with 215 AM peak hour trips and 443 PM peak hour trips.

TABLE 1: PROJECT TRIP GENERATION SUMMARY
Trip Generation Rates1
Land Use
ITE
LU
Code Quantity 2
AM Peak Hour PM Peak Hour Daily
In Out Total In Out Total

Single Family Rental Homes 220 215 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Affordable Apartments 223 90 DU 0.10 0.26 0.36 0.27 0.19 0.46 4.81 Shopping Center (40-150k) 821 75 TSF 1. 07 0.66 1.73 2.54 2.65 5.19 67.52

Trip Generation Results
Land Use
ITE
LU
Code Quantity 2
AM Peak Hour PM Peak Hour Daily
In Out Total In Out Total

Single Family Rental Homes 220 215 DU 22 65 87 69 41 110 1,449 Affordable Apartments 223 90 DU 9 23 32 24 17 41 433
Residential Interaction with Commercial -3 -4 -7 -10 -10 -20 -253 Residential Subtotal 28 84 112 83 48 131 1,629
Shopping Center (40-150k) 821 75 TSF 80 50 130 191 199 390 5,064 Commercial Pass-By (15%) -10 -10 -20 -29 -29 -58 -760 Commercial Interaction with Residential (5%) -4 -3 -7 -10 -10 -20 -253 Commercial Subtotal 66 38 104 152 160 312 4,051
PROJECT TOTAL EXTERNAL TRIPS 94 121 215 235 208 443 5,680

1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition (2021). 2 TSF = Thousand Square Feet; DU = Dwelling Units
STUDY AREA
Intersections of “Collector” or higher classification at which th e proposed project will add 50 or more peak hour trips are to be evaluated in th e traffic study. Table 2 lists the intersection analysis locations. Exhibit 3 id entifies the proposed study area intersection analysis locations and depicts the location of the proposed project in relation to the existing roadway network.

The trip distribution patt ern is heavily influenced by the geog raphical location of the site, the location of surrounding uses, and the proximity to the regional freeway system. Exhibits 4 and 5 presents the outbound and inbo und Project distribution pattern s. Based on the identified Project traffic generation and trip distribution patterns, Project ADT and peak hour intersection turning movement volumes are shown on Exhibit 6.

Residents exiting the affo rdable apartments will need to ut ilize the existing westbound U-turn movement at the Da Vall Dr. / Ra mon Rd. intersection in order to travel eastbound on Ramon Road away from the site. This is not the case for the single family rental homes and 75,000 square feet of commercial buildings, which w ill predominantly use the available southbound left turn at the Rattler Rd. / Ramon Rd. intersection to travel eastbound on Ramon Road. 4 1.1-4
7-357
5 1.1-5
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6 1.1-6
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7 1.1-7
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8 1.1-8
7-361
City of Rancho Mirage
May 9, 2023

TABLE 2: STUDY AREA INTERSECTIONS
# Intersection # Intersection
1 Date Palm Dr. / Ramon Rd. 9 Bob Hope Dr. / Ramon Rd.
2 Da Vall Dr. / Ramon Rd. 10 Rattler Rd. / Access 1
3 Da Vall Dr. / Dinah Shore Dr. 11 Rattler Rd. / Access 2 4 Rattler Rd. / School Access 1 12 Rattler Rd. / Access 3 5 Rattler Rd. / Ramon Rd. 13 Access 4 / Ramon Rd.
6 Los Alamos Rd. / Ramon Rd. 14 Access 5 / Ramon Rd.
7 Bob Hope Dr. / I-10 NB Ramps 15 Rattler Rd. / School Access 2 8 Bob Hope Dr. / I-10 SB Ramps 16 Rattler Rd. / School Access 3 ANALYSIS SCENARIOS
Peak hour intersection analysis will be provided for the following analysis scenarios:
 Existing (2023) Conditions
 Existing Plus Ambient Growth Plus Project (EAP) (2025)  Existing plus Ambient plus Project plus Cumulative (EAPC) (2025)  Horizon Year (2040) Without Project Conditions
 Horizon Year (2040) With Project Conditions
The City of Rancho Mirage General Plan Functional Roadway Classifications are depicted on Exhibit 7.

LEVEL OF SERVICE (LOS) CRITERIA
The City of Rancho Mirage states that “While LOS C has long been considered the desirable and optimal level of traffic volume on any given roadway, it represents a standard that is progressively more difficult and less cost effe ctive to achieve in urban areas. For peak operating periods, LOS D or a ma ximum volume to capacity ratio of 0.90 is now considered the generally acceptable service level.”
Where the average daily traffic volume (ADT) based roadway segment analysis indicates a deficiency (unacceptable LOS), a review of the mo re detailed peak hour in tersection analysis is undertaken. The more detailed peak hour intersec tion analysis explicitly accounts for factors that affect roadway capacity. While this traffic study recognizes LOS D is the City’s target LOS for roadway segments, a review of the more de tailed peak hour intersection analysis is necessary to determine whether roadway widening along the segment is necessary. For the purposes of this analysis, if the peak hour intersection operations on either side of the roadway segment are anticipated to operate at LOS D or better, then additional roadway segment widening is not recommended. Therefore, for the purposes of this analysis, roadway segment widening is typically only reco mmended if the peak hour intersection analysis indicates the need for additional through lanes.
9 1.1-9
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26 26
Exhibit 8 Circulation Roadway Plan Exhibit 9 Designated Truck Routes !! !! !! !!
!!
!!
!!
!! !!
!!
!!
!!
!!
!!
!!
!!
ST111
Gerald Ford Dr
Country Club Dr
30th Ave
Ramon Rd
Dinah Shore Dr
Los Alamos Rd
Da Vall Dr
Frank Sinatra Dr
Morningside Dr
Rattler Rd
Bob Hope Dr Monterey Ave
Rancho Las Palmas Dr
Conceptual
Alignment
Conceptual
Alignment
0 0.5 1
MilesN
!! Critical Intersections
City Roadways
Major Arterial (6D)
Minor Arterial (4D)
Minor Arterial (4D)
(Conceptual Alignment)
Major Collector (4D)
City Limits
Sphere of Influence
6D - Six-lane Divided Roadway
4D - Four-land divided Roadway
Sources: Riverside County, 2016; Esri World
Imagery, 2017.

ST111
Gerald Ford Dr
Country Club Dr
Ramon Rd
Dinah Shore Dr
Los Alamos Rd
Da Vall Dr
Frank Sinatra Dr
Morningside Dr
Bob Hope Dr Monterey Ave
0 0.5 1
MilesN
Designated Truck Routes
Time Restricted Truck Routes
City Limits
Sphere of Influence
Sources: Riverside County, 2016;
Esri World Imagery, 2017.
10 1.1-10
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City of Rancho Mirage
May 9, 2023

TRAFFIC COUNTS
Traffic count data will be collected in May 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. Traffic count da ta will also be collected in May 2023 during school afternoon peak hours (2:00 PM to 4:00 PM), specifically at the four existing study area intersections along Rattler Road where a concentration of high school traffic occurs.

CUMULATIVE DEVELOPMENT TRAFFIC
It is requested that City staff review the list of cumulative development p r o j e c t s ( s h o w n o n Exhibit 8 and listed on Table 3) for inclusion in the traffic study. Consistent with other studies performed in the area, an ambient growth rate of 2% per year will be utilized as a minimum if necessary. The rate will be compounded over a 2-year period (i .e., 1.02^2years = 1.0404 or

4.04%) for Interim Year (2025) conditions.

TABLE 3: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
TAZ Project Land Use Quantity Units 1
1 Isle of Capri
Multifamily Residential 224 DU
Single Family Residential 8 DU
2 Commercial Property Commercial 175.0 TSF
3 Ramon 19 Cannabis Cultivation 486.0 TSF
4 Vibrante Condominium 41 DU
5 Amazon Hub Center
(35780 Date Palm Dr) High-Cube Fulfillment Center 94.0 TSF 6 Cathedral City Events Center
(35900 Date Palm Dr) Event Center 80.0 TSF
7 Pulte Homes/ Del Webb
Residential 1,200 DU
Marijuana Dispensary 3.0 TSF
8 DHO Medical Office Building Medical Office 13.8 TSF
9 Miragedunes Properties Residential 9 DU
10 Estilo Residential 39 DU
11 Rancho Mirage LLC Residential 4 DU
12 38 JV, LLC c/o Meriwether Companies Residential 10 DU 13 GRV Mirage, LLC (ECHO) Residential 9 DU
14 RM 38 JV LLC Residential 82 DU
15 38 JV, LLC c/o Meriwether Companies Residential 97 DU 16 ED Rancho Mirage Residential 354 DU
17 Section 31 Specific Plan Project
Hotel 400 Rooms
Commercial 175.0 TSF
Residential 1,932 DU
1 DU = Dwelling Units; TSF = Thousand Square Feet

11 1.1-11
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City of Rancho Mirage
May 9, 2023

INTERSECTION QUEUES AT PROJECT ACCESS POINTS
The analysis will include an eval uation of traffic queues appr oaching the entries from Ramon Avenue and Rattler Road.

VEHICLE MILES TRAVELED
The VMT screening assessment will be prepared under separate cover in accordance with SB743 and consistent with the methodol ogy and thresholds outlined in the City of Rancho Mirage Transportation Analysis Policy (Revised February 18, 2021).

Please review this scoping agreement let us know if it is acceptable, or if the City requests any changes to this proposed scope of work. If you have any questions, please contact John Kain at (949) 375-2435 or Marlie Whiteman (714) 585-0574.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP                                                                   Marlie Whiteman, PE Principal   Senior Associate

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Catana Specific Plan Traffic Analysis

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Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
APPENDIX 3.1: TRAFFIC COUNTS – MAY 2023
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Catana Specific Plan Traffic Analysis

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File Name : 01_RNM_DP_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Date Palm Drivve
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Date Palm Drive
Southbound
Ramon Road
Westbound
Date Palm Drive
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 32 120 42 194 18 122 9 149 17 58 24 99 22 126 10 158 600 07:15 AM 32 156 49 237 18 143 10 171 13 65 19 97 37 147 23 207 712 07:30 AM 56 165 50 271 26 196 15 237 15 69 22 106 47 199 16 262 876 07:45 AM 57 168 65 290 30 170 22 222 17 69 19 105 37 142 17 196 813 Total 177 609 206 992 92 631 56 779 62 261 84 407 143 614 66 823 3001 08:00 AM 39 168 36 243 34 138 12 184 29 61 16 106 39 165 22 226 759 08:15 AM 40 171 53 264 33 202 13 248 24 111 23 158 44 180 24 248 918 08:30 AM 48 168 40 256 44 219 26 289 43 112 25 180 37 166 21 224 949 08:45 AM 29 131 50 210 22 215 35 272 42 101 21 164 25 135 19 179 825 Total 156 638 179 973 133 774 86 993 138 385 85 608 145 646 86 877 3451 Grand Total 333 1247 385 1965 225 1405 142 1772 200 646 169 1015 288 1260 152 1700 6452 Apprch % 16.9 63.5 19.6 12.7 79.3 8 19.7 63.6 16.7 16.9 74.1 8.9 Total % 5.2 19.3 6 30.5 3.5 21.8 2.2 27.5 3.1 10 2.6 15.7 4.5 19.5 2.4 26.3 Date Palm Drive
Southbound
Ramon Road
Westbound
Date Palm Drive
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 08:00 AM
08:00 AM 39 168 36 243 34 138 12 184 29 61 16 106 39 165 22 226 759 08:15 AM 40 171 53 264 33 202 13 248 24 111 23 158 44 180 24 248 918 08:30 AM 48 168 40 256 44 219 26 289 43 112 25 180 37 166 21 224 949 08:45 AM 29 131 50 210 22 215 35 272 42 101 21 164 25 135 19 179 825 Total Volume 156 638 179 973 133 774 86 993 138 385 85 608 145 646 86 877 3451 % App. Total 16 65.6 18.4 13.4 77.9 8.7 22.7 63.3 14 16.5 73.7 9.8 PHF .813 .933 .844 .921 .756 .884 .614 .859 .802 .859 .850 .844 .824 .897 .896 .884 .909 Counts Unlimited, Inc.

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

3.1-1
7-370
File Name : 01_RNM_DP_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Date Palm Drivve
E/W: Ramon Road
Weather: Clear
Date Palm Drive
Ramon Road
Ramon Road
Date Palm Drive
Right
179
Thru
638
Left
156
InOut Total
616 973 1589
Right
86 Thru
774
Left
133
OutTotal In
887 993 1880
Left
138
Thru
385
Right
85 Out TotalIn
857 608 1465
Left
145
Thru
646
Right
86 TotalOut In
1091 877 1968
Peak Hour Begins at 08:00 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 08:00 AM 07:30 AM
+0 mins. 56 165 50 271 34 138 12 184 29 61 16 106 47 199 16 262 +15 mins. 57 168 65 290 33 202 13 248 24 111 23 158 37 142 17 196 +30 mins. 39 168 36 243 44 219 26 289 43 112 25 180 39 165 22 226 +45 mins. 40 171 53 264 22 215 35 272 42 101 21 164 44 180 24 248 Total Volume 192 672 204 1068 133 774 86 993 138 385 85 608 167 686 79 932 % App. Total 18 62.9 19.1 13.4 77.9 8.7 22.7 63.3 14 17.9 73.6 8.5 PHF .842 .982 .785 .921 .756 .884 .614 .859 .802 .859 .850 .844 .888 .862 .823 .889 Counts Unlimited, Inc.

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

3.1-2
7-371
File Name : 01_RNM_DP_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Date Palm Drivve
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Date Palm Drive
Southbound
Ramon Road
Westbound
Date Palm Drive
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 41 129 42 212 55 247 39 341 72 188 15 275 54 182 23 259 1087 04:15 PM 49 114 37 200 37 165 46 248 56 174 33 263 59 161 28 248 959 04:30 PM 42 115 40 197 38 178 28 244 60 151 27 238 50 157 32 239 918 04:45 PM 47 133 40 220 30 169 32 231 57 143 22 222 41 193 32 266 939 Total 179 491 159 829 160 759 145 1064 245 656 97 998 204 693 115 1012 3903 05:00 PM 40 125 29 194 40 188 29 257 46 148 28 222 57 161 28 246 919 05:15 PM 36 90 36 162 35 191 34 260 54 151 26 231 52 210 29 291 944 05:30 PM 40 101 43 184 45 160 22 227 51 153 23 227 42 170 31 243 881 05:45 PM 46 146 48 240 28 146 26 200 30 117 27 174 48 121 28 197 811 Total 162 462 156 780 148 685 111 944 181 569 104 854 199 662 116 977 3555 Grand Total 341 953 315 1609 308 1444 256 2008 426 1225 201 1852 403 1355 231 1989 7458 Apprch % 21.2 59.2 19.6 15.3 71.9 12.7 23 66.1 10.9 20.3 68.1 11.6 Total % 4.6 12.8 4.2 21.6 4.1 19.4 3.4 26.9 5.7 16.4 2.7 24.8 5.4 18.2 3.1 26.7 Date Palm Drive
Southbound
Ramon Road
Westbound
Date Palm Drive
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 04:00 PM
04:00 PM 41 129 42 212 55 247 39 341 72 188 15 275 54 182 23 259 1087 04:15 PM 49 114 37 200 37 165 46 248 56 174 33 263 59 161 28 248 959 04:30 PM 42 115 40 197 38 178 28 244 60 151 27 238 50 157 32 239 918 04:45 PM 47 133 40 220 30 169 32 231 57 143 22 222 41 193 32 266 939 Total Volume 179 491 159 829 160 759 145 1064 245 656 97 998 204 693 115 1012 3903 % App. Total 21.6 59.2 19.2 15 71.3 13.6 24.5 65.7 9.7 20.2 68.5 11.4 PHF .913 .923 .946 .942 .727 .768 .788 .780 .851 .872 .735 .907 .864 .898 .898 .951 .898 Counts Unlimited, Inc.

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

3.1-3
7-372
File Name : 01_RNM_DP_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Date Palm Drivve
E/W: Ramon Road
Weather: Clear
Date Palm Drive
Ramon Road
Ramon Road
Date Palm Drive
Right
159
Thru
491
Left
179
InOut Total
1005 829 1834
Right
145
Thru
759
Left
160
OutTotal In
969 1064 2033
Left
245
Thru
656
Right
97 Out TotalIn
766 998 1764
Left
204
Thru
693
Right
115
TotalOut In
1163 1012 2175
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM 04:45 PM
+0 mins. 41 129 42 212 55 247 39 341 72 188 15 275 41 193 32 266 +15 mins. 49 114 37 200 37 165 46 248 56 174 33 263 57 161 28 246 +30 mins. 42 115 40 197 38 178 28 244 60 151 27 238 52 210 29 291 +45 mins. 47 133 40 220 30 169 32 231 57 143 22 222 42 170 31 243 Total Volume 179 491 159 829 160 759 145 1064 245 656 97 998 192 734 120 1046 % App. Total 21.6 59.2 19.2 15 71.3 13.6 24.5 65.7 9.7 18.4 70.2 11.5 PHF .913 .923 .946 .942 .727 .768 .788 .780 .851 .872 .735 .907 .842 .874 .938 .899 Counts Unlimited, Inc.

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

3.1-4
7-373
File Name : 02_RNM_DAVALL_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Da Vall Drive
Southbound
Ramon Road
Westbound
Da Vall Drive
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 30 42 7 79 23 102 15 140 8 11 19 38 5 155 24 184 441 07:15 AM 44 53 6 103 38 171 44 253 10 20 16 46 3 146 37 186 588 07:30 AM 78 71 11 160 29 186 36 251 14 28 24 66 5 186 31 222 699 07:45 AM 50 72 8 130 43 191 24 258 13 24 16 53 9 179 33 221 662 Total 202 238 32 472 133 650 119 902 45 83 75 203 22 666 125 813 2390 08:00 AM 50 60 6 116 43 146 25 214 18 23 19 60 4 179 21 204 594 08:15 AM 45 53 6 104 69 224 33 326 17 41 44 102 10 183 19 212 744 08:30 AM 64 63 5 132 56 249 38 343 14 27 35 76 9 188 26 223 774 08:45 AM 34 46 6 86 23 221 20 264 18 16 28 62 6 141 23 170 582 Total 193 222 23 438 191 840 116 1147 67 107 126 300 29 691 89 809 2694 Grand Total 395 460 55 910 324 1490 235 2049 112 190 201 503 51 1357 214 1622 5084 Apprch % 43.4 50.5 6 15.8 72.7 11.5 22.3 37.8 40 3.1 83.7 13.2 Total % 7.8 9 1.1 17.9 6.4 29.3 4.6 40.3 2.2 3.7 4 9.9 1 26.7 4.2 31.9 Da Vall Drive
Southbound
Ramon Road
Westbound
Da Vall Drive
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 07:45 AM
07:45 AM 50 72 8 130 43 191 24 258 13 24 16 53 9 179 33 221 662 08:00 AM 50 60 6 116 43 146 25 214 18 23 19 60 4 179 21 204 594 08:15 AM 45 53 6 104 69 224 33 326 17 41 44 102 10 183 19 212 744 08:30 AM 64 63 5 132 56 249 38 343 14 27 35 76 9 188 26 223 774 Total Volume 209 248 25 482 211 810 120 1141 62 115 114 291 32 729 99 860 2774 % App. Total 43.4 51.5 5.2 18.5 71 10.5 21.3 39.5 39.2 3.7 84.8 11.5 PHF .816 .861 .781 .913 .764 .813 .789 .832 .861 .701 .648 .713 .800 .969 .750 .964 .896 Counts Unlimited, Inc.

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

3.1-5
7-374
File Name : 02_RNM_DAVALL_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Ramon Road
Weather: Clear
Da Vall Drive
Ramon Road
Ramon Road
Da Vall Drive
Right
25 Thru
248
Left
209
InOut Total
267 482 749
Right
120
Thru
810
Left
211
OutTotal In
1052 1141 2193
Left
62 Thru
115
Right
114
Out TotalIn
558 291 849
Left
32 Thru
729
Right
99 TotalOut In
897 860 1757
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 08:00 AM 07:45 AM
+0 mins. 78 71 11 160 43 146 25 214 18 23 19 60 9 179 33 221 +15 mins. 50 72 8 130 69 224 33 326 17 41 44 102 4 179 21 204 +30 mins. 50 60 6 116 56 249 38 343 14 27 35 76 10 183 19 212 +45 mins. 45 53 6 104 23 221 20 264 18 16 28 62 9 188 26 223 Total Volume 223 256 31 510 191 840 116 1147 67 107 126 300 32 729 99 860 % App. Total 43.7 50.2 6.1 16.7 73.2 10.1 22.3 35.7 42 3.7 84.8 11.5 PHF .715 .889 .705 .797 .692 .843 .763 .836 .931 .652 .716 .735 .800 .969 .750 .964 Counts Unlimited, Inc.

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

3.1-6
7-375
File Name : 02_RNM_DAVALL_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Da Vall Drive
Southbound
Ramon Road
Westbound
Da Vall Drive
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 33 27 8 68 44 246 54 344 35 62 43 140 8 188 19 215 767 04:15 PM 27 25 3 55 32 185 54 271 44 72 17 133 15 170 16 201 660 04:30 PM 32 35 8 75 29 149 49 227 24 52 15 91 4 165 28 197 590 04:45 PM 31 28 7 66 20 185 50 255 33 59 14 106 15 192 15 222 649 Total 123 115 26 264 125 765 207 1097 136 245 89 470 42 715 78 835 2666 05:00 PM 23 23 10 56 19 176 29 224 30 61 21 112 9 176 17 202 594 05:15 PM 32 23 3 58 15 187 54 256 37 86 16 139 15 206 20 241 694 05:30 PM 40 21 5 66 19 164 54 237 24 47 20 91 10 180 15 205 599 05:45 PM 32 24 4 60 10 146 46 202 21 41 19 81 7 168 14 189 532 Total 127 91 22 240 63 673 183 919 112 235 76 423 41 730 66 837 2419 Grand Total 250 206 48 504 188 1438 390 2016 248 480 165 893 83 1445 144 1672 5085 Apprch % 49.6 40.9 9.5 9.3 71.3 19.3 27.8 53.8 18.5 5 86.4 8.6 Total % 4.9 4.1 0.9 9.9 3.7 28.3 7.7 39.6 4.9 9.4 3.2 17.6 1.6 28.4 2.8 32.9 Da Vall Drive
Southbound
Ramon Road
Westbound
Da Vall Drive
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 04:00 PM
04:00 PM 33 27 8 68 44 246 54 344 35 62 43 140 8 188 19 215 767 04:15 PM 27 25 3 55 32 185 54 271 44 72 17 133 15 170 16 201 660 04:30 PM 32 35 8 75 29 149 49 227 24 52 15 91 4 165 28 197 590 04:45 PM 31 28 7 66 20 185 50 255 33 59 14 106 15 192 15 222 649 Total Volume 123 115 26 264 125 765 207 1097 136 245 89 470 42 715 78 835 2666 % App. Total 46.6 43.6 9.8 11.4 69.7 18.9 28.9 52.1 18.9 5 85.6 9.3 PHF .932 .821 .813 .880 .710 .777 .958 .797 .773 .851 .517 .839 .700 .931 .696 .940 .869 Counts Unlimited, Inc.

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

3.1-7
7-376
File Name : 02_RNM_DAVALL_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Ramon Road
Weather: Clear
Da Vall Drive
Ramon Road
Ramon Road
Da Vall Drive
Right
26 Thru
115
Left
123
InOut Total
494 264 758
Right
207
Thru
765
Left
125
OutTotal In
927 1097 2024
Left
136
Thru
245
Right
89 Out TotalIn
318 470 788
Left
42 Thru
715
Right
78 TotalOut In
927 835 1762
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM 04:45 PM
+0 mins. 33 27 8 68 44 246 54 344 35 62 43 140 15 192 15 222 +15 mins. 27 25 3 55 32 185 54 271 44 72 17 133 9 176 17 202 +30 mins. 32 35 8 75 29 149 49 227 24 52 15 91 15 206 20 241 +45 mins. 31 28 7 66 20 185 50 255 33 59 14 106 10 180 15 205 Total Volume 123 115 26 264 125 765 207 1097 136 245 89 470 49 754 67 870 % App. Total 46.6 43.6 9.8 11.4 69.7 18.9 28.9 52.1 18.9 5.6 86.7 7.7 PHF .932 .821 .813 .880 .710 .777 .958 .797 .773 .851 .517 .839 .817 .915 .838 .902 Counts Unlimited, Inc.

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

3.1-8
7-377
File Name : 03_RNM_DAVALL_DS_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
Da Vall Drive
Southbound
Dinah Shore Drive
Westbound
Da Vall 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 12 47 20 79 8 67 3 78 16 12 8 36 13 59 28 100 293 07:15 AM 13 81 33 127 7 66 10 83 19 27 8 54 16 88 37 141 405 07:30 AM 12 107 27 146 14 79 5 98 17 40 9 66 19 82 55 156 466 07:45 AM 17 88 36 141 16 90 9 115 27 32 15 74 17 97 57 171 501 Total 54 323 116 493 45 302 27 374 79 111 40 230 65 326 177 568 1665 08:00 AM 12 81 38 131 7 77 11 95 16 34 17 67 20 117 43 180 473 08:15 AM 19 64 60 143 13 81 5 99 36 49 16 101 35 112 50 197 540 08:30 AM 9 72 75 156 12 98 9 119 46 43 11 100 26 106 40 172 547 08:45 AM 10 69 26 105 12 61 10 83 31 23 14 68 24 124 60 208 464 Total 50 286 199 535 44 317 35 396 129 149 58 336 105 459 193 757 2024 Grand Total 104 609 315 1028 89 619 62 770 208 260 98 566 170 785 370 1325 3689 Apprch % 10.1 59.2 30.6 11.6 80.4 8.1 36.7 45.9 17.3 12.8 59.2 27.9 Total % 2.8 16.5 8.5 27.9 2.4 16.8 1.7 20.9 5.6 7 2.7 15.3 4.6 21.3 10 35.9 Da Vall Drive
Southbound
Dinah Shore Drive
Westbound
Da Vall 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 07:45 AM
07:45 AM 17 88 36 141 16 90 9 115 27 32 15 74 17 97 57 171 501 08:00 AM 12 81 38 131 7 77 11 95 16 34 17 67 20 117 43 180 473 08:15 AM 19 64 60 143 13 81 5 99 36 49 16 101 35 112 50 197 540 08:30 AM 9 72 75 156 12 98 9 119 46 43 11 100 26 106 40 172 547 Total Volume 57 305 209 571 48 346 34 428 125 158 59 342 98 432 190 720 2061 % App. Total 10 53.4 36.6 11.2 80.8 7.9 36.5 46.2 17.3 13.6 60 26.4 PHF .750 .866 .697 .915 .750 .883 .773 .899 .679 .806 .868 .847 .700 .923 .833 .914 .942 Counts Unlimited, Inc.

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

3.1-9
7-378
File Name : 03_RNM_DAVALL_DS_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Dinah Shore Drive
Weather: Clear
Da Vall Drive
Dinah Shore Drive
Dinah Shore Drive
Da Vall Drive
Right
209
Thru
305
Left
57 InOut Total
290 571 861
Right
34 Thru
346
Left
48 OutTotal In
548 428 976
Left
125
Thru
158
Right
59 Out TotalIn
543 342 885
Left
98 Thru
432
Right
190
TotalOut In
680 720 1400
Peak Hour Begins at 07:45 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:
07:45 AM 07:45 AM 07:45 AM 08:00 AM
+0 mins. 17 88 36 141 16 90 9 115 27 32 15 74 20 117 43 180 +15 mins. 12 81 38 131 7 77 11 95 16 34 17 67 35 112 50 197 +30 mins. 19 64 60 143 13 81 5 99 36 49 16 101 26 106 40 172 +45 mins. 9 72 75 156 12 98 9 119 46 43 11 100 24 124 60 208 Total Volume 57 305 209 571 48 346 34 428 125 158 59 342 105 459 193 757 % App. Total 10 53.4 36.6 11.2 80.8 7.9 36.5 46.2 17.3 13.9 60.6 25.5 PHF .750 .866 .697 .915 .750 .883 .773 .899 .679 .806 .868 .847 .750 .925 .804 .910 Counts Unlimited, Inc.

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

3.1-10
7-379
File Name : 03_RNM_DAVALL_DS_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Dinah Shore Drive
Weather: Clear
Groups Printed- Total Volume
Da Vall Drive
Southbound
Dinah Shore Drive
Westbound
Da Vall 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 5 45 49 99 11 122 23 156 41 71 8 120 40 116 34 190 565 04:15 PM 5 40 21 66 5 123 26 154 44 74 14 132 24 131 37 192 544 04:30 PM 8 58 32 98 12 131 23 166 35 53 3 91 16 113 32 161 516 04:45 PM 5 45 20 70 12 125 20 157 59 60 12 131 13 119 26 158 516 Total 23 188 122 333 40 501 92 633 179 258 37 474 93 479 129 701 2141 05:00 PM 6 47 16 69 16 113 7 136 33 84 8 125 17 105 26 148 478 05:15 PM 10 32 19 61 18 114 21 153 45 102 9 156 17 106 35 158 528 05:30 PM 7 35 14 56 10 110 7 127 38 51 9 98 26 97 28 151 432 05:45 PM 6 30 14 50 9 105 13 127 32 49 9 90 18 116 20 154 421 Total 29 144 63 236 53 442 48 543 148 286 35 469 78 424 109 611 1859 Grand Total 52 332 185 569 93 943 140 1176 327 544 72 943 171 903 238 1312 4000 Apprch % 9.1 58.3 32.5 7.9 80.2 11.9 34.7 57.7 7.6 13 68.8 18.1 Total % 1.3 8.3 4.6 14.2 2.3 23.6 3.5 29.4 8.2 13.6 1.8 23.6 4.3 22.6 5.9 32.8 Da Vall Drive
Southbound
Dinah Shore Drive
Westbound
Da Vall 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 04:00 PM
04:00 PM 5 45 49 99 11 122 23 156 41 71 8 120 40 116 34 190 565 04:15 PM 5 40 21 66 5 123 26 154 44 74 14 132 24 131 37 192 544 04:30 PM 8 58 32 98 12 131 23 166 35 53 3 91 16 113 32 161 516 04:45 PM 5 45 20 70 12 125 20 157 59 60 12 131 13 119 26 158 516 Total Volume 23 188 122 333 40 501 92 633 179 258 37 474 93 479 129 701 2141 % App. Total 6.9 56.5 36.6 6.3 79.1 14.5 37.8 54.4 7.8 13.3 68.3 18.4 PHF .719 .810 .622 .841 .833 .956 .885 .953 .758 .872 .661 .898 .581 .914 .872 .913 .947 Counts Unlimited, Inc.

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

3.1-11
7-380
File Name : 03_RNM_DAVALL_DS_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Da Vall Drive
E/W: Dinah Shore Drive
Weather: Clear
Da Vall Drive
Dinah Shore Drive
Dinah Shore Drive
Da Vall Drive
Right
122
Thru
188
Left
23 InOut Total
443 333 776
Right
92 Thru
501
Left
40 OutTotal In
539 633 1172
Left
179
Thru
258
Right
37 Out TotalIn
357 474 831
Left
93 Thru
479
Right
129
TotalOut In
802 701 1503
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:45 PM 04:00 PM
+0 mins. 5 45 49 99 11 122 23 156 59 60 12 131 40 116 34 190 +15 mins. 5 40 21 66 5 123 26 154 33 84 8 125 24 131 37 192 +30 mins. 8 58 32 98 12 131 23 166 45 102 9 156 16 113 32 161 +45 mins. 5 45 20 70 12 125 20 157 38 51 9 98 13 119 26 158 Total Volume 23 188 122 333 40 501 92 633 175 297 38 510 93 479 129 701 % App. Total 6.9 56.5 36.6 6.3 79.1 14.5 34.3 58.2 7.5 13.3 68.3 18.4 PHF .719 .810 .622 .841 .833 .956 .885 .953 .742 .728 .792 .817 .581 .914 .872 .913 Counts Unlimited, Inc.

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

3.1-12
7-381
File Name : 04_RNM_RATTLER_SCH ACC 1_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 1
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 1
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 10 0 10 6 6 12 1 3 4 26
07:15 AM 11 2 13 9 9 18 0 2 2 33
07:30 AM 19 5 24 22 12 34 5 13 18 76
07:45 AM 12 18 30 28 11 39 5 20 25 94
Total 52 25 77 65 38 103 11 38 49 229
08:00 AM 34 13 47 47 27 74 6 25 31 152
08:15 AM 72 12 84 104 58 162 2 73 75 321
08:30 AM 109 14 123 117 75 192 1 116 117 432
08:45 AM 30 11 41 37 19 56 7 56 63 160
Total 245 50 295 305 179 484 16 270 286 1065
Grand Total 297 75 372 370 217 587 27 308 335 1294
Apprch % 79.8 20.2 63 37 8.1 91.9
Total % 23 5.8 28.7 28.6 16.8 45.4 2.1 23.8 25.9
Rattler Road
Southbound
Rattler Road
Northbound
School Access 1
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 08:00 AM
08:00 AM 34 13 47 47 27 74 6 25 31 152
08:15 AM 72 12 84 104 58 162 2 73 75 321
08:30 AM 109 14 123 117 75 192 1 116 117 432
08:45 AM 30 11 41 37 19 56 7 56 63 160
Total Volume 245 50 295 305 179 484 16 270 286 1065
% App. Total 83.1 16.9 63 37 5.6 94.4
PHF .562 .893 .600 .652 .597 .630 .571 .582 .611 .616
Counts Unlimited, Inc.

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

3.1-13
7-382
File Name : 04_RNM_RATTLER_SCH ACC 1_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 1
Weather: Clear
Rattler Road
School Access 1
Rattler Road
Right
50 Thru
245
InOut Total
195 295 490
Left
305
Thru
179
Out TotalIn
515 484 999
Left
16 Right
270
TotalOut In
355 286 641
Peak Hour Begins at 08:00 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM
+0 mins. 34 13 47 47 27 74 6 25 31
+15 mins. 72 12 84 104 58 162 2 73 75
+30 mins. 109 14 123 117 75 192 1 116 117
+45 mins. 30 11 41 37 19 56 7 56 63
Total Volume 245 50 295 305 179 484 16 270 286
% App. Total 83.1 16.9 63 37 5.6 94.4
PHF .562 .893 .600 .652 .597 .630 .571 .582 .611
Counts Unlimited, Inc.

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

3.1-14
7-383
File Name : 04_RNM_RATTLER_SCH ACC 1_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 1
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 1
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 02:00 PM 5 5 10 3 4 7 4 5 9 26
02:15 PM 4 3 7 8 7 15 1 3 4 26
02:30 PM 20 2 22 0 7 7 4 15 19 48
02:45 PM 14 2 16 7 8 15 1 10 11 42
Total 43 12 55 18 26 44 10 33 43 142
03:00 PM 2 5 7 9 19 28 1 7 8 43
03:15 PM 3 4 7 13 53 66 1 7 8 81
03:30 PM 39 3 42 40 73 113 5 33 38 193
03:45 PM 230 6 236 24 77 101 2 74 76 413
Total 274 18 292 86 222 308 9 121 130 730
Grand Total 317 30 347 104 248 352 19 154 173 872
Apprch % 91.4 8.6 29.5 70.5 11 89
Total % 36.4 3.4 39.8 11.9 28.4 40.4 2.2 17.7 19.8
Rattler Road
Southbound
Rattler Road
Northbound
School Access 1
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM
03:00 PM 2 5 7 9 19 28 1 7 8 43
03:15 PM 3 4 7 13 53 66 1 7 8 81
03:30 PM 39 3 42 40 73 113 5 33 38 193
03:45 PM 230 6 236 24 77 101 2 74 76 413
Total Volume 274 18 292 86 222 308 9 121 130 730
% App. Total 93.8 6.2 27.9 72.1 6.9 93.1
PHF .298 .750 .309 .538 .721 .681 .450 .409 .428 .442
Counts Unlimited, Inc.

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

3.1-15
7-384
File Name : 04_RNM_RATTLER_SCH ACC 1_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 1
Weather: Clear
Rattler Road
School Access 1
Rattler Road
Right
18 Thru
274
InOut Total
231 292 523
Left
86 Thru
222
Out TotalIn
395 308 703
Left
9 Right
121
TotalOut In
104 130 234
Peak Hour Begins at 03:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM
+0 mins. 2 5 7 9 19 28 1 7 8
+15 mins. 3 4 7 13 53 66 1 7 8
+30 mins. 39 3 42 40 73 113 5 33 38
+45 mins. 230 6 236 24 77 101 2 74 76
Total Volume 274 18 292 86 222 308 9 121 130
% App. Total 93.8 6.2 27.9 72.1 6.9 93.1
PHF .298 .750 .309 .538 .721 .681 .450 .409 .428
Counts Unlimited, Inc.

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

3.1-16
7-385
File Name : 04_RNM_RATTLER_SCH ACC_1 PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 1
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 1
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 76 10 86 18 45 63 11 64 75 224
04:15 PM 23 5 28 7 18 25 2 25 27 80
04:30 PM 15 3 18 4 19 23 9 16 25 66
04:45 PM 14 0 14 2 23 25 0 7 7 46
Total 128 18 146 31 105 136 22 112 134 416
05:00 PM 24 1 25 1 10 11 0 6 6 42
05:15 PM 10 0 10 1 12 13 1 1 2 25
05:30 PM 13 0 13 0 12 12 1 1 2 27
05:45 PM 16 0 16 0 19 19 0 1 1 36
Total 63 1 64 2 53 55 2 9 11 130
Grand Total 191 19 210 33 158 191 24 121 145 546
Apprch % 91 9 17.3 82.7 16.6 83.4
Total % 35 3.5 38.5 6 28.9 35 4.4 22.2 26.6
Rattler Road
Southbound
Rattler Road
Northbound
School Access 1
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 04:00 PM
04:00 PM 76 10 86 18 45 63 11 64 75 224
04:15 PM 23 5 28 7 18 25 2 25 27 80
04:30 PM 15 3 18 4 19 23 9 16 25 66
04:45 PM 14 0 14 2 23 25 0 7 7 46
Total Volume 128 18 146 31 105 136 22 112 134 416
% App. Total 87.7 12.3 22.8 77.2 16.4 83.6
PHF .421 .450 .424 .431 .583 .540 .500 .438 .447 .464
Counts Unlimited, Inc.

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

3.1-17
7-386
File Name : 04_RNM_RATTLER_SCH ACC_1 PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 1
Weather: Clear
Rattler Road
School Access 1
Rattler Road
Right
18 Thru
128
InOut Total
127 146 273
Left
31 Thru
105
Out TotalIn
240 136 376
Left
22 Right
112
TotalOut In
49 134 183
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 76 10 86 18 45 63 11 64 75
+15 mins. 23 5 28 7 18 25 2 25 27
+30 mins. 15 3 18 4 19 23 9 16 25
+45 mins. 14 0 14 2 23 25 0 7 7
Total Volume 128 18 146 31 105 136 22 112 134
% App. Total 87.7 12.3 22.8 77.2 16.4 83.6
PHF .421 .450 .424 .431 .583 .540 .500 .438 .447
Counts Unlimited, Inc.

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

3.1-18
7-387
File Name : 05_RNM_RATTLER_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Ramon Road
Westbound
Ramon Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 9 4 13 164 8 172 7 196 203 388
07:15 AM 6 7 13 247 10 257 7 202 209 479
07:30 AM 13 15 28 256 20 276 16 280 296 600
07:45 AM 20 12 32 243 30 273 8 244 252 557
Total 48 38 86 910 68 978 38 922 960 2024
08:00 AM 30 27 57 200 39 239 41 196 237 533
08:15 AM 55 88 143 257 88 345 81 218 299 787
08:30 AM 73 147 220 223 92 315 95 203 298 833
08:45 AM 40 55 95 195 23 218 28 177 205 518
Total 198 317 515 875 242 1117 245 794 1039 2671
Grand Total 246 355 601 1785 310 2095 283 1716 1999 4695 Apprch % 40.9 59.1 85.2 14.8 14.2 85.8
Total % 5.2 7.6 12.8 38 6.6 44.6 6 36.5 42.6
Rattler Road
Southbound
Ramon Road
Westbound
Ramon Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 20 12 32 243 30 273 8 244 252 557
08:00 AM 30 27 57 200 39 239 41 196 237 533
08:15 AM 55 88 143 257 88 345 81 218 299 787
08:30 AM 73 147 220 223 92 315 95 203 298 833
Total Volume 178 274 452 923 249 1172 225 861 1086 2710 % App. Total 39.4 60.6 78.8 21.2 20.7 79.3
PHF .610 .466 .514 .898 .677 .849 .592 .882 .908 .813
Counts Unlimited, Inc.

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

3.1-19
7-388
File Name : 05_RNM_RATTLER_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: Ramon Road
Weather: Clear
Rattler Road
Ramon Road
Ramon Road
Right
274
Left
178
InOut Total
474 452 926
Right
249
Thru
923
OutTotal In
1039 1172 2211
Left
225
Thru
861
TotalOut In
1197 1086 2283
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:45 AM 07:45 AM
+0 mins. 30 27 57 243 30 273 8 244 252
+15 mins. 55 88 143 200 39 239 41 196 237
+30 mins. 73 147 220 257 88 345 81 218 299
+45 mins. 40 55 95 223 92 315 95 203 298
Total Volume 198 317 515 923 249 1172 225 861 1086
% App. Total 38.4 61.6 78.8 21.2 20.7 79.3
PHF .678 .539 .585 .898 .677 .849 .592 .882 .908
Counts Unlimited, Inc.

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

3.1-20
7-389
File Name : 05_RNM_RATTLER_RAMON_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Ramon Road
Westbound
Ramon Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 02:00 PM 7 4 11 202 5 207 4 228 232 450
02:15 PM 5 1 6 229 11 240 4 214 218 464
02:30 PM 16 17 33 213 6 219 1 236 237 489
02:45 PM 19 9 28 242 9 251 8 227 235 514
Total 47 31 78 886 31 917 17 905 922 1917
03:00 PM 7 2 9 272 14 286 14 272 286 581
03:15 PM 7 6 13 250 45 295 29 206 235 543
03:30 PM 28 33 61 314 57 371 52 211 263 695
03:45 PM 129 180 309 254 45 299 55 217 272 880
Total 171 221 392 1090 161 1251 150 906 1056 2699
Grand Total 218 252 470 1976 192 2168 167 1811 1978 4616 Apprch % 46.4 53.6 91.1 8.9 8.4 91.6
Total % 4.7 5.5 10.2 42.8 4.2 47 3.6 39.2 42.9
Rattler Road
Southbound
Ramon Road
Westbound
Ramon Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM
03:00 PM 7 2 9 272 14 286 14 272 286 581
03:15 PM 7 6 13 250 45 295 29 206 235 543
03:30 PM 28 33 61 314 57 371 52 211 263 695
03:45 PM 129 180 309 254 45 299 55 217 272 880
Total Volume 171 221 392 1090 161 1251 150 906 1056 2699 % App. Total 43.6 56.4 87.1 12.9 14.2 85.8
PHF .331 .307 .317 .868 .706 .843 .682 .833 .923 .767
Counts Unlimited, Inc.

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

3.1-21
7-390
File Name : 05_RNM_RATTLER_RAMON_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: Ramon Road
Weather: Clear
Rattler Road
Ramon Road
Ramon Road
Right
221
Left
171
InOut Total
311 392 703
Right
161
Thru
1090
OutTotal In
1077 1251 2328
Left
150
Thru
906
TotalOut In
1311 1056 2367
Peak Hour Begins at 03:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM
+0 mins. 7 2 9 272 14 286 14 272 286
+15 mins. 7 6 13 250 45 295 29 206 235
+30 mins. 28 33 61 314 57 371 52 211 263
+45 mins. 129 180 309 254 45 299 55 217 272
Total Volume 171 221 392 1090 161 1251 150 906 1056
% App. Total 43.6 56.4 87.1 12.9 14.2 85.8
PHF .331 .307 .317 .868 .706 .843 .682 .833 .923
Counts Unlimited, Inc.

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

3.1-22
7-391
File Name : 05_RNM_RATTLER_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Ramon Road
Westbound
Ramon Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 64 86 150 256 38 294 25 268 293 737
04:15 PM 27 22 49 242 15 257 10 197 207 513
04:30 PM 19 14 33 229 18 247 5 221 226 506
04:45 PM 14 6 20 259 18 277 6 250 256 553
Total 124 128 252 986 89 1075 46 936 982 2309
05:00 PM 17 13 30 228 8 236 5 221 226 492
05:15 PM 8 5 13 268 8 276 7 254 261 550
05:30 PM 10 6 16 241 8 249 4 239 243 508
05:45 PM 12 3 15 198 14 212 5 204 209 436
Total 47 27 74 935 38 973 21 918 939 1986
Grand Total 171 155 326 1921 127 2048 67 1854 1921 4295 Apprch % 52.5 47.5 93.8 6.2 3.5 96.5
Total % 4 3.6 7.6 44.7 3 47.7 1.6 43.2 44.7
Rattler Road
Southbound
Ramon Road
Westbound
Ramon Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 64 86 150 256 38 294 25 268 293 737
04:15 PM 27 22 49 242 15 257 10 197 207 513
04:30 PM 19 14 33 229 18 247 5 221 226 506
04:45 PM 14 6 20 259 18 277 6 250 256 553
Total Volume 124 128 252 986 89 1075 46 936 982 2309
% App. Total 49.2 50.8 91.7 8.3 4.7 95.3
PHF .484 .372 .420 .952 .586 .914 .460 .873 .838 .783
Counts Unlimited, Inc.

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

3.1-23
7-392
File Name : 05_RNM_RATTLER_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: Ramon Road
Weather: Clear
Rattler Road
Ramon Road
Ramon Road
Right
128
Left
124
InOut Total
135 252 387
Right
89 Thru
986
OutTotal In
1060 1075 2135
Left
46 Thru
936
TotalOut In
1114 982 2096
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:45 PM
+0 mins. 64 86 150 256 38 294 6 250 256
+15 mins. 27 22 49 242 15 257 5 221 226
+30 mins. 19 14 33 229 18 247 7 254 261
+45 mins. 14 6 20 259 18 277 4 239 243
Total Volume 124 128 252 986 89 1075 22 964 986
% App. Total 49.2 50.8 91.7 8.3 2.2 97.8
PHF .484 .372 .420 .952 .586 .914 .786 .949 .944
Counts Unlimited, Inc.

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

3.1-24
7-393
File Name : 06_RNM_LOS ALAMOS_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Los Alamos Road
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Ramon Road
Westbound
Los Alamos Road
Northbound
Ramon Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 47 177 224 9 11 20 209 6 215 459
07:15 AM 33 252 285 6 12 18 199 7 206 509
07:30 AM 22 272 294 8 11 19 275 14 289 602
07:45 AM 20 283 303 7 17 24 252 25 277 604
Total 122 984 1106 30 51 81 935 52 987 2174
08:00 AM 20 259 279 6 12 18 206 10 216 513
08:15 AM 36 325 361 9 13 22 265 17 282 665
08:30 AM 24 296 320 4 16 20 253 15 268 608
08:45 AM 20 219 239 5 16 21 214 14 228 488
Total 100 1099 1199 24 57 81 938 56 994 2274
Grand Total 222 2083 2305 54 108 162 1873 108 1981 4448 Apprch % 9.6 90.4 33.3 66.7 94.5 5.5
Total % 5 46.8 51.8 1.2 2.4 3.6 42.1 2.4 44.5
Ramon Road
Westbound
Los Alamos Road
Northbound
Ramon Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 20 283 303 7 17 24 252 25 277 604
08:00 AM 20 259 279 6 12 18 206 10 216 513
08:15 AM 36 325 361 9 13 22 265 17 282 665
08:30 AM 24 296 320 4 16 20 253 15 268 608
Total Volume 100 1163 1263 26 58 84 976 67 1043 2390
% App. Total 7.9 92.1 31 69 93.6 6.4
PHF .694 .895 .875 .722 .853 .875 .921 .670 .925 .898
Counts Unlimited, Inc.

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

3.1-25
7-394
File Name : 06_RNM_LOS ALAMOS_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Los Alamos Road
E/W: Ramon Road
Weather: Clear
Ramon Road
Ramon Road
Los Alamos Road
Thru
1163
Left
100
OutTotal In
1034 1263 2297
Left
26 Right
58 Out TotalIn
167 84 251
Thru
976
Right
67 TotalOut In
1189 1043 2232
Peak Hour Begins at 07:45 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:
07:45 AM 07:45 AM 07:30 AM
+0 mins. 20 283 303 7 17 24 275 14 289
+15 mins. 20 259 279 6 12 18 252 25 277
+30 mins. 36 325 361 9 13 22 206 10 216
+45 mins. 24 296 320 4 16 20 265 17 282
Total Volume 100 1163 1263 26 58 84 998 66 1064
% App. Total 7.9 92.1 31 69 93.8 6.2
PHF .694 .895 .875 .722 .853 .875 .907 .660 .920
Counts Unlimited, Inc.

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

3.1-26
7-395
File Name : 06_RNM_LOS ALAMOS_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Los Alamos Road
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Ramon Road
Westbound
Los Alamos Road
Northbound
Ramon Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 12 285 297 13 26 39 316 14 330 666
04:15 PM 15 250 265 11 16 27 219 5 224 516
04:30 PM 8 240 248 13 10 23 243 6 249 520
04:45 PM 7 253 260 14 17 31 244 6 250 541
Total 42 1028 1070 51 69 120 1022 31 1053 2243
05:00 PM 10 230 240 10 15 25 241 9 250 515
05:15 PM 5 261 266 17 19 36 245 12 257 559
05:30 PM 11 251 262 5 11 16 240 7 247 525
05:45 PM 4 208 212 10 15 25 235 5 240 477
Total 30 950 980 42 60 102 961 33 994 2076
Grand Total 72 1978 2050 93 129 222 1983 64 2047 4319
Apprch % 3.5 96.5 41.9 58.1 96.9 3.1
Total % 1.7 45.8 47.5 2.2 3 5.1 45.9 1.5 47.4
Ramon Road
Westbound
Los Alamos Road
Northbound
Ramon Road
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 12 285 297 13 26 39 316 14 330 666
04:15 PM 15 250 265 11 16 27 219 5 224 516
04:30 PM 8 240 248 13 10 23 243 6 249 520
04:45 PM 7 253 260 14 17 31 244 6 250 541
Total Volume 42 1028 1070 51 69 120 1022 31 1053 2243
% App. Total 3.9 96.1 42.5 57.5 97.1 2.9
PHF .700 .902 .901 .911 .663 .769 .809 .554 .798 .842
Counts Unlimited, Inc.

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

3.1-27
7-396
File Name : 06_RNM_LOS ALAMOS_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Los Alamos Road
E/W: Ramon Road
Weather: Clear
Ramon Road
Ramon Road
Los Alamos Road
Thru
1028
Left
42 OutTotal In
1091 1070 2161
Left
51 Right
69 Out TotalIn
73 120 193
Thru
1022
Right
31 TotalOut In
1079 1053 2132
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 12 285 297 13 26 39 316 14 330
+15 mins. 15 250 265 11 16 27 219 5 224
+30 mins. 8 240 248 13 10 23 243 6 249
+45 mins. 7 253 260 14 17 31 244 6 250
Total Volume 42 1028 1070 51 69 120 1022 31 1053
% App. Total 3.9 96.1 42.5 57.5 97.1 2.9
PHF .700 .902 .901 .911 .663 .769 .809 .554 .798
Counts Unlimited, Inc.

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

3.1-28
7-397
File Name : 07_RNM_BOB HOPE_10 W_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 WB Ramps
Weather: Clear
Groups Printed- Total Volume
Bob Hope Drive
Southbound
I-10 Westbound Off Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Westbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 55 38 93 129 0 59 188 21 88 0 109 0 0 0 0 390 07:15 AM 0 67 56 123 164 0 70 234 30 99 0 129 0 0 0 0 486 07:30 AM 0 73 42 115 174 0 60 234 45 97 0 142 0 0 0 0 491 07:45 AM 0 76 38 114 148 0 70 218 45 140 0 185 0 0 0 0 517 Total 0 271 174 445 615 0 259 874 141 424 0 565 0 0 0 0 1884 08:00 AM 0 74 41 115 152 0 49 201 35 84 0 119 0 0 0 0 435 08:15 AM 0 48 42 90 163 0 40 203 41 104 0 145 0 0 0 0 438 08:30 AM 0 64 52 116 136 0 50 186 50 67 0 117 0 0 0 0 419 08:45 AM 0 47 50 97 149 0 37 186 43 85 0 128 0 0 0 0 411 Total 0 233 185 418 600 0 176 776 169 340 0 509 0 0 0 0 1703 Grand Total 0 504 359 863 1215 0 435 1650 310 764 0 1074 0 0 0 0 3587 Apprch % 0 58.4 41.6 73.6 0 26.4 28.9 71.1 0 0 0 0
Total % 0 14.1 10 24.1 33.9 0 12.1 46 8.6 21.3 0 29.9 0 0 0 0 Bob Hope Drive
Southbound
I-10 Westbound Off Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Westbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 0 67 56 123 164 0 70 234 30 99 0 129 0 0 0 0 486 07:30 AM 0 73 42 115 174 0 60 234 45 97 0 142 0 0 0 0 491 07:45 AM 0 76 38 114 148 0 70 218 45 140 0 185 0 0 0 0 517 08:00 AM 0 74 41 115 152 0 49 201 35 84 0 119 0 0 0 0 435 Total Volume 0 290 177 467 638 0 249 887 155 420 0 575 0 0 0 0 1929 % App. Total 0 62.1 37.9 71.9 0 28.1 27 73 0 0 0 0
PHF .000 .954 .790 .949 .917 .000 .889 .948 .861 .750 .000 .777 .000 .000 .000 .000 .933 Counts Unlimited, Inc.

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

3.1-29
7-398
File Name : 07_RNM_BOB HOPE_10 W_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 WB Ramps
Weather: Clear
Bob Hope Drive
I-10 Westbound On Ramp
I-10 Westbound Off Ramp
Bob Hope Drive
Right
177
Thru
290
Left
0 InOut Total
669 467 1136
Right
249
Thru
0 Left
638
OutTotal In
0 887 887
Left
155
Thru
420
Right
0 Out TotalIn
928 575 1503
Left
0 Thru
0 Right
0 TotalOut In
332 0 332
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 07:30 AM 07:00 AM
+0 mins. 0 67 56 123 164 0 70 234 45 97 0 142 0 0 0 0
+15 mins. 0 73 42 115 174 0 60 234 45 140 0 185 0 0 0 0 +30 mins. 0 76 38 114 148 0 70 218 35 84 0 119 0 0 0 0
+45 mins. 0 74 41 115 152 0 49 201 41 104 0 145 0 0 0 0 Total Volume 0 290 177 467 638 0 249 887 166 425 0 591 0 0 0 0 % App. Total 0 62.1 37.9 71.9 0 28.1 28.1 71.9 0 0 0 0 PHF .000 .954 .790 .949 .917 .000 .889 .948 .922 .759 .000 .799 .000 .000 .000 .000 Counts Unlimited, Inc.

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

3.1-30
7-399
File Name : 07_RNM_BOB HOPE_10 W_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 WB Ramps
Weather: Clear
Groups Printed- Total Volume
Bob Hope Drive
Southbound
I-10 Westbound Off Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Westbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 71 76 147 117 2 23 142 106 80 0 186 0 0 0 0 475 04:15 PM 0 60 74 134 114 0 33 147 95 68 0 163 0 0 0 0 444 04:30 PM 0 55 60 115 105 1 32 138 135 72 0 207 0 0 0 0 460 04:45 PM 0 40 53 93 116 0 30 146 112 56 0 168 0 0 0 0 407 Total 0 226 263 489 452 3 118 573 448 276 0 724 0 0 0 0 1786 05:00 PM 0 70 92 162 131 0 21 152 129 67 0 196 0 0 0 0 510 05:15 PM 0 27 61 88 144 0 24 168 143 79 0 222 0 0 0 0 478 05:30 PM 0 31 47 78 135 0 26 161 85 59 0 144 0 0 0 0 383 05:45 PM 0 21 48 69 107 1 27 135 78 64 0 142 0 0 0 0 346 Total 0 149 248 397 517 1 98 616 435 269 0 704 0 0 0 0 1717 Grand Total 0 375 511 886 969 4 216 1189 883 545 0 1428 0 0 0 0 3503 Apprch % 0 42.3 57.7 81.5 0.3 18.2 61.8 38.2 0 0 0 0 Total % 0 10.7 14.6 25.3 27.7 0.1 6.2 33.9 25.2 15.6 0 40.8 0 0 0 0 Bob Hope Drive
Southbound
I-10 Westbound Off Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Westbound On Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 55 60 115 105 1 32 138 135 72 0 207 0 0 0 0 460 04:45 PM 0 40 53 93 116 0 30 146 112 56 0 168 0 0 0 0 407 05:00 PM 0 70 92 162 131 0 21 152 129 67 0 196 0 0 0 0 510 05:15 PM 0 27 61 88 144 0 24 168 143 79 0 222 0 0 0 0 478 Total Volume 0 192 266 458 496 1 107 604 519 274 0 793 0 0 0 0 1855 % App. Total 0 41.9 58.1 82.1 0.2 17.7 65.4 34.6 0 0 0 0 PHF .000 .686 .723 .707 .861 .250 .836 .899 .907 .867 .000 .893 .000 .000 .000 .000 .909 Counts Unlimited, Inc.

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

3.1-31
7-400
File Name : 07_RNM_BOB HOPE_10 W_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 WB Ramps
Weather: Clear
Bob Hope Drive
I-10 Westbound On Ramp
I-10 Westbound Off Ramp
Bob Hope Drive
Right
266
Thru
192
Left
0 InOut Total
381 458 839
Right
107
Thru
1 Left
496
OutTotal In
0 604 604
Left
519
Thru
274
Right
0 Out TotalIn
688 793 1481
Left
0 Thru
0 Right
0 TotalOut In
786 0 786
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 04:45 PM 04:30 PM 04:00 PM
+0 mins. 0 60 74 134 116 0 30 146 135 72 0 207 0 0 0 0
+15 mins. 0 55 60 115 131 0 21 152 112 56 0 168 0 0 0 0 +30 mins. 0 40 53 93 144 0 24 168 129 67 0 196 0 0 0 0
+45 mins. 0 70 92 162 135 0 26 161 143 79 0 222 0 0 0 0 Total Volume 0 225 279 504 526 0 101 627 519 274 0 793 0 0 0 0 % App. Total 0 44.6 55.4 83.9 0 16.1 65.4 34.6 0 0 0 0 PHF .000 .804 .758 .778 .913 .000 .842 .933 .907 .867 .000 .893 .000 .000 .000 .000 Counts Unlimited, Inc.

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

3.1-32
7-401
File Name : 08_RNM_Bob Hope_10 E_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 EB Ramps
Weather: Clear
Groups Printed- Total Volume
Bob Hope Drive
Southbound
I-10 Eastbound On Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 10 177 0 187 0 0 0 0 0 45 8 53 64 0 144 208 448 07:15 AM 11 215 0 226 0 0 0 0 0 60 7 67 68 0 143 211 504 07:30 AM 21 233 0 254 0 0 0 0 0 69 9 78 65 1 169 235 567 07:45 AM 18 201 0 219 0 0 0 0 0 94 13 107 82 0 194 276 602 Total 60 826 0 886 0 0 0 0 0 268 37 305 279 1 650 930 2121 08:00 AM 20 208 0 228 0 0 0 0 0 62 6 68 54 0 124 178 474 08:15 AM 18 193 0 211 0 0 0 0 0 91 14 105 61 1 118 180 496 08:30 AM 16 194 0 210 0 0 0 0 0 72 1 73 41 0 156 197 480 08:45 AM 20 184 0 204 0 0 0 0 0 81 8 89 45 0 106 151 444 Total 74 779 0 853 0 0 0 0 0 306 29 335 201 1 504 706 1894 Grand Total 134 1605 0 1739 0 0 0 0 0 574 66 640 480 2 1154 1636 4015 Apprch % 7.7 92.3 0 0 0 0 0 89.7 10.3 29.3 0.1 70.5
Total % 3.3 40 0 43.3 0 0 0 0 0 14.3 1.6 15.9 12 0 28.7 40.7 Bob Hope Drive
Southbound
I-10 Eastbound On Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM
07:15 AM 11 215 0 226 0 0 0 0 0 60 7 67 68 0 143 211 504 07:30 AM 21 233 0 254 0 0 0 0 0 69 9 78 65 1 169 235 567 07:45 AM 18 201 0 219 0 0 0 0 0 94 13 107 82 0 194 276 602 08:00 AM 20 208 0 228 0 0 0 0 0 62 6 68 54 0 124 178 474 Total Volume 70 857 0 927 0 0 0 0 0 285 35 320 269 1 630 900 2147 % App. Total 7.6 92.4 0 0 0 0 0 89.1 10.9 29.9 0.1 70
PHF .833 .920 .000 .912 .000 .000 .000 .000 .000 .758 .673 .748 .820 .250 .812 .815 .892 Counts Unlimited, Inc.

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

3.1-33
7-402
File Name : 08_RNM_Bob Hope_10 E_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 EB Ramps
Weather: Clear
Bob Hope Drive
I-10 Eastbound Off Ramp
I-10 Eastbound On Ramp
Bob Hope Drive
Right
0 Thru
857
Left
70 InOut Total
554 927 1481
Right
0 Thru
0 Left
0 OutTotal In
106 0 106
Left
0 Thru
285
Right
35 Out TotalIn
1487 320 1807
Left
269
Thru
1 Right
630
TotalOut In
0 900 900
Peak Hour Begins at 07:15 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:00 AM 07:30 AM 07:00 AM
+0 mins. 11 215 0 226 0 0 0 0 0 69 9 78 64 0 144 208
+15 mins. 21 233 0 254 0 0 0 0 0 94 13 107 68 0 143 211 +30 mins. 18 201 0 219 0 0 0 0 0 62 6 68 65 1 169 235
+45 mins. 20 208 0 228 0 0 0 0 0 91 14 105 82 0 194 276 Total Volume 70 857 0 927 0 0 0 0 0 316 42 358 279 1 650 930 % App. Total 7.6 92.4 0 0 0 0 0 88.3 11.7 30 0.1 69.9 PHF .833 .920 .000 .912 .000 .000 .000 .000 .000 .840 .750 .836 .851 .250 .838 .842 Counts Unlimited, Inc.

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

3.1-34
7-403
File Name : 08_RNM_BOB HOPE_10 E_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 EB Ramps
Weather: Clear
Groups Printed- Total Volume
Bob Hope Drive
Southbound
I-10 Eastbound On Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 37 151 0 188 0 0 0 0 0 162 9 171 33 1 65 99 458 04:15 PM 21 164 0 185 0 0 0 0 0 139 18 157 27 2 60 89 431 04:30 PM 27 125 0 152 0 0 0 0 0 152 10 162 38 1 62 101 415 04:45 PM 21 142 0 163 0 0 0 0 0 144 20 164 33 0 64 97 424 Total 106 582 0 688 0 0 0 0 0 597 57 654 131 4 251 386 1728 05:00 PM 21 156 0 177 0 0 0 0 0 162 14 176 39 1 67 107 460 05:15 PM 16 162 0 178 0 0 0 0 0 190 21 211 35 0 76 111 500 05:30 PM 12 162 0 174 0 0 0 0 0 130 5 135 27 0 57 84 393 05:45 PM 6 113 0 119 0 0 0 0 0 99 5 104 35 1 61 97 320
Total 55 593 0 648 0 0 0 0 0 581 45 626 136 2 261 399 1673 Grand Total 161 1175 0 1336 0 0 0 0 0 1178 102 1280 267 6 512 785 3401 Apprch % 12.1 87.9 0 0 0 0 0 92 8 34 0.8 65.2
Total % 4.7 34.5 0 39.3 0 0 0 0 0 34.6 3 37.6 7.9 0.2 15.1 23.1 Bob Hope Drive
Southbound
I-10 Eastbound On Ramp
Westbound
Bob Hope Drive
Northbound
I-10 Eastbound Off Ramp
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 27 125 0 152 0 0 0 0 0 152 10 162 38 1 62 101 415 04:45 PM 21 142 0 163 0 0 0 0 0 144 20 164 33 0 64 97 424 05:00 PM 21 156 0 177 0 0 0 0 0 162 14 176 39 1 67 107 460 05:15 PM 16 162 0 178 0 0 0 0 0 190 21 211 35 0 76 111 500 Total Volume 85 585 0 670 0 0 0 0 0 648 65 713 145 2 269 416 1799 % App. Total 12.7 87.3 0 0 0 0 0 90.9 9.1 34.9 0.5 64.7 PHF .787 .903 .000 .941 .000 .000 .000 .000 .000 .853 .774 .845 .929 .500 .885 .937 .900 Counts Unlimited, Inc.

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

3.1-35
7-404
File Name : 08_RNM_BOB HOPE_10 E_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: I-10 EB Ramps
Weather: Clear
Bob Hope Drive
I-10 Eastbound Off Ramp
I-10 Eastbound On Ramp
Bob Hope Drive
Right
0 Thru
585
Left
85 InOut Total
793 670 1463
Right
0 Thru
0 Left
0 OutTotal In
152 0 152
Left
0 Thru
648
Right
65 Out TotalIn
854 713 1567
Left
145
Thru
2 Right
269
TotalOut In
0 416 416
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:
04:45 PM 04:00 PM 04:30 PM 04:30 PM
+0 mins. 21 142 0 163 0 0 0 0 0 152 10 162 38 1 62 101
+15 mins. 21 156 0 177 0 0 0 0 0 144 20 164 33 0 64 97
+30 mins. 16 162 0 178 0 0 0 0 0 162 14 176 39 1 67 107 +45 mins. 12 162 0 174 0 0 0 0 0 190 21 211 35 0 76 111 Total Volume 70 622 0 692 0 0 0 0 0 648 65 713 145 2 269 416 % App. Total 10.1 89.9 0 0 0 0 0 90.9 9.1 34.9 0.5 64.7 PHF .833 .960 .000 .972 .000 .000 .000 .000 .000 .853 .774 .845 .929 .500 .885 .937 Counts Unlimited, Inc.

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

3.1-36
7-405
File Name : 09_RNM_BOB HOPE_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Bob Hope Drive
Southbound
Ramon Road
Westbound
Bob Hope Drive
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 14 139 131 284 17 52 1 70 21 35 12 68 21 153 30 204 626 07:15 AM 7 184 156 347 32 120 0 152 23 39 22 84 25 144 37 206 789 07:30 AM 24 209 156 389 49 109 1 159 30 52 21 103 32 190 56 278 929 07:45 AM 10 244 161 415 24 109 0 133 25 79 29 133 39 162 52 253 934 Total 55 776 604 1435 122 390 2 514 99 205 84 388 117 649 175 941 3278 08:00 AM 9 155 159 323 27 97 4 128 31 36 25 92 24 157 54 235 778 08:15 AM 7 130 182 319 16 139 4 159 32 66 31 129 30 181 62 273 880 08:30 AM 12 143 172 327 19 114 3 136 45 49 24 118 23 189 51 263 844 08:45 AM 11 168 129 308 15 67 3 85 25 59 28 112 32 159 63 254 759 Total 39 596 642 1277 77 417 14 508 133 210 108 451 109 686 230 1025 3261 Grand Total 94 1372 1246 2712 199 807 16 1022 232 415 192 839 226 1335 405 1966 6539 Apprch % 3.5 50.6 45.9 19.5 79 1.6 27.7 49.5 22.9 11.5 67.9 20.6 Total % 1.4 21 19.1 41.5 3 12.3 0.2 15.6 3.5 6.3 2.9 12.8 3.5 20.4 6.2 30.1 Bob Hope Drive
Southbound
Ramon Road
Westbound
Bob Hope Drive
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 07:30 AM
07:30 AM 24 209 156 389 49 109 1 159 30 52 21 103 32 190 56 278 929 07:45 AM 10 244 161 415 24 109 0 133 25 79 29 133 39 162 52 253 934 08:00 AM 9 155 159 323 27 97 4 128 31 36 25 92 24 157 54 235 778 08:15 AM 7 130 182 319 16 139 4 159 32 66 31 129 30 181 62 273 880 Total Volume 50 738 658 1446 116 454 9 579 118 233 106 457 125 690 224 1039 3521 % App. Total 3.5 51 45.5 20 78.4 1.6 25.8 51 23.2 12 66.4 21.6 PHF .521 .756 .904 .871 .592 .817 .563 .910 .922 .737 .855 .859 .801 .908 .903 .934 .942 Counts Unlimited, Inc.

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

3.1-37
7-406
File Name : 09_RNM_BOB HOPE_RAMON_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: Ramon Road
Weather: Clear
Bob Hope Drive
Ramon Road
Ramon Road
Bob Hope Drive
Right
658
Thru
738
Left
50 InOut Total
367 1446 1813
Right
9 Thru
454
Left
116
OutTotal In
846 579 1425
Left
118
Thru
233
Right
106
Out TotalIn
1078 457 1535
Left
125
Thru
690
Right
224
TotalOut In
1230 1039 2269
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 07:30 AM 07:45 AM 07:30 AM
+0 mins. 7 184 156 347 49 109 1 159 25 79 29 133 32 190 56 278 +15 mins. 24 209 156 389 24 109 0 133 31 36 25 92 39 162 52 253 +30 mins. 10 244 161 415 27 97 4 128 32 66 31 129 24 157 54 235 +45 mins. 9 155 159 323 16 139 4 159 45 49 24 118 30 181 62 273 Total Volume 50 792 632 1474 116 454 9 579 133 230 109 472 125 690 224 1039 % App. Total 3.4 53.7 42.9 20 78.4 1.6 28.2 48.7 23.1 12 66.4 21.6 PHF .521 .811 .981 .888 .592 .817 .563 .910 .739 .728 .879 .887 .801 .908 .903 .934 Counts Unlimited, Inc.

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

3.1-38
7-407
File Name : 09_RNM_BOB HOPE_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: Ramon Road
Weather: Clear
Groups Printed- Total Volume
Bob Hope Drive
Southbound
Ramon Road
Westbound
Bob Hope Drive
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 14 67 131 212 11 98 7 116 59 130 66 255 44 236 88 368 951 04:15 PM 19 84 122 225 12 67 2 81 65 143 63 271 27 159 38 224 801 04:30 PM 9 66 112 187 19 79 9 107 67 155 54 276 16 192 49 257 827 04:45 PM 11 83 100 194 20 78 2 100 77 140 57 274 26 175 48 249 817 Total 53 300 465 818 62 322 20 404 268 568 240 1076 113 762 223 1098 3396 05:00 PM 22 86 113 221 25 71 2 98 70 179 74 323 8 196 34 238 880 05:15 PM 21 81 129 231 12 82 6 100 61 183 65 309 16 230 44 290 930 05:30 PM 15 81 114 210 14 70 3 87 67 120 49 236 9 172 57 238 771 05:45 PM 22 65 96 183 12 60 2 74 54 100 37 191 13 182 58 253 701 Total 80 313 452 845 63 283 13 359 252 582 225 1059 46 780 193 1019 3282 Grand Total 133 613 917 1663 125 605 33 763 520 1150 465 2135 159 1542 416 2117 6678 Apprch % 8 36.9 55.1 16.4 79.3 4.3 24.4 53.9 21.8 7.5 72.8 19.7 Total % 2 9.2 13.7 24.9 1.9 9.1 0.5 11.4 7.8 17.2 7 32 2.4 23.1 6.2 31.7 Bob Hope Drive
Southbound
Ramon Road
Westbound
Bob Hope Drive
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 66 112 187 19 79 9 107 67 155 54 276 16 192 49 257 827 04:45 PM 11 83 100 194 20 78 2 100 77 140 57 274 26 175 48 249 817 05:00 PM 22 86 113 221 25 71 2 98 70 179 74 323 8 196 34 238 880 05:15 PM 21 81 129 231 12 82 6 100 61 183 65 309 16 230 44 290 930 Total Volume 63 316 454 833 76 310 19 405 275 657 250 1182 66 793 175 1034 3454 % App. Total 7.6 37.9 54.5 18.8 76.5 4.7 23.3 55.6 21.2 6.4 76.7 16.9 PHF .716 .919 .880 .902 .760 .945 .528 .946 .893 .898 .845 .915 .635 .862 .893 .891 .928 Counts Unlimited, Inc.

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

3.1-39
7-408
File Name : 09_RNM_BOB HOPE_RAMON_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Bob Hope Drive
E/W: Ramon Road
Weather: Clear
Bob Hope Drive
Ramon Road
Ramon Road
Bob Hope Drive
Right
454
Thru
316
Left
63 InOut Total
742 833 1575
Right
19 Thru
310
Left
76 OutTotal In
1106 405 1511
Left
275
Thru
657
Right
250
Out TotalIn
567 1182 1749
Left
66 Thru
793
Right
175
TotalOut In
1039 1034 2073
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:
04:45 PM 04:30 PM 04:30 PM 04:00 PM
+0 mins. 11 83 100 194 19 79 9 107 67 155 54 276 44 236 88 368 +15 mins. 22 86 113 221 20 78 2 100 77 140 57 274 27 159 38 224 +30 mins. 21 81 129 231 25 71 2 98 70 179 74 323 16 192 49 257 +45 mins. 15 81 114 210 12 82 6 100 61 183 65 309 26 175 48 249 Total Volume 69 331 456 856 76 310 19 405 275 657 250 1182 113 762 223 1098 % App. Total 8.1 38.7 53.3 18.8 76.5 4.7 23.3 55.6 21.2 10.3 69.4 20.3 PHF .784 .962 .884 .926 .760 .945 .528 .946 .893 .898 .845 .915 .642 .807 .634 .746 Counts Unlimited, Inc.

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

3.1-40
7-409
File Name : 15_RNM_RATTLER_SCH ACC 2_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 2
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 2
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 5 0 5 2 5 7 0 4 4 16
07:15 AM 8 0 8 1 8 9 6 6 12 29
07:30 AM 15 0 15 0 16 16 3 7 10 41
07:45 AM 27 0 27 0 17 17 8 6 14 58
Total 55 0 55 3 46 49 17 23 40 144
08:00 AM 24 0 24 0 32 32 13 18 31 87
08:15 AM 45 0 45 1 61 62 18 41 59 166
08:30 AM 59 0 59 0 71 71 53 58 111 241
08:45 AM 19 0 19 0 26 26 15 18 33 78
Total 147 0 147 1 190 191 99 135 234 572
Grand Total 202 0 202 4 236 240 116 158 274 716
Apprch % 100 0 1.7 98.3 42.3 57.7
Total % 28.2 0 28.2 0.6 33 33.5 16.2 22.1 38.3
Rattler Road
Southbound
Rattler Road
Northbound
School Access 2
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 08:00 AM
08:00 AM 24 0 24 0 32 32 13 18 31 87
08:15 AM 45 0 45 1 61 62 18 41 59 166
08:30 AM 59 0 59 0 71 71 53 58 111 241
08:45 AM 19 0 19 0 26 26 15 18 33 78
Total Volume 147 0 147 1 190 191 99 135 234 572
% App. Total 100 0 0.5 99.5 42.3 57.7
PHF .623 .000 .623 .250 .669 .673 .467 .582 .527 .593
Counts Unlimited, Inc.

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

3.1-41
7-410
File Name : 15_RNM_RATTLER_SCH ACC 2_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 2
Weather: Clear
Rattler Road
School Access 2
Rattler Road
Right
0 Thru
147
InOut Total
289 147 436
Left
1 Thru
190
Out TotalIn
282 191 473
Left
99 Right
135
TotalOut In
1 234 235
Peak Hour Begins at 08:00 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:
07:45 AM 08:00 AM 08:00 AM
+0 mins. 27 0 27 0 32 32 13 18 31
+15 mins. 24 0 24 1 61 62 18 41 59
+30 mins. 45 0 45 0 71 71 53 58 111
+45 mins. 59 0 59 0 26 26 15 18 33
Total Volume 155 0 155 1 190 191 99 135 234
% App. Total 100 0 0.5 99.5 42.3 57.7
PHF .657 .000 .657 .250 .669 .673 .467 .582 .527
Counts Unlimited, Inc.

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

3.1-42
7-411
File Name : 15_RNM_RATTLER_SCH ACC 2_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 2
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 2
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 02:00 PM 8 0 8 1 6 7 1 0 1 16
02:15 PM 7 0 7 1 7 8 0 0 0 15
02:30 PM 16 0 16 1 9 10 7 8 15 41
02:45 PM 11 0 11 0 9 9 3 6 9 29
Total 42 0 42 3 31 34 11 14 25 101
03:00 PM 10 0 10 0 11 11 1 0 1 22
03:15 PM 15 0 15 5 35 40 1 0 1 56
03:30 PM 31 0 31 3 43 46 24 24 48 125
03:45 PM 91 0 91 0 81 81 59 79 138 310
Total 147 0 147 8 170 178 85 103 188 513
Grand Total 189 0 189 11 201 212 96 117 213 614
Apprch % 100 0 5.2 94.8 45.1 54.9
Total % 30.8 0 30.8 1.8 32.7 34.5 15.6 19.1 34.7
Rattler Road
Southbound
Rattler Road
Northbound
School Access 2
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM
03:00 PM 10 0 10 0 11 11 1 0 1 22
03:15 PM 15 0 15 5 35 40 1 0 1 56
03:30 PM 31 0 31 3 43 46 24 24 48 125
03:45 PM 91 0 91 0 81 81 59 79 138 310
Total Volume 147 0 147 8 170 178 85 103 188 513
% App. Total 100 0 4.5 95.5 45.2 54.8
PHF .404 .000 .404 .400 .525 .549 .360 .326 .341 .414
Counts Unlimited, Inc.

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

3.1-43
7-412
File Name : 15_RNM_RATTLER_SCH ACC 2_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 2
Weather: Clear
Rattler Road
School Access 2
Rattler Road
Right
0 Thru
147
InOut Total
255 147 402
Left
8 Thru
170
Out TotalIn
250 178 428
Left
85 Right
103
TotalOut In
8 188 196
Peak Hour Begins at 03:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM
+0 mins. 10 0 10 0 11 11 1 0 1
+15 mins. 15 0 15 5 35 40 1 0 1
+30 mins. 31 0 31 3 43 46 24 24 48
+45 mins. 91 0 91 0 81 81 59 79 138
Total Volume 147 0 147 8 170 178 85 103 188
% App. Total 100 0 4.5 95.5 45.2 54.8
PHF .404 .000 .404 .400 .525 .549 .360 .326 .341
Counts Unlimited, Inc.

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

3.1-44
7-413
File Name : 15_RNM_RATTLER_SCH ACC 2_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 2
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 2
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 43 0 43 2 53 55 25 19 44 142
04:15 PM 18 0 18 2 22 24 11 6 17 59
04:30 PM 10 0 10 1 26 27 5 5 10 47
04:45 PM 11 0 11 0 23 23 3 1 4 38
Total 82 0 82 5 124 129 44 31 75 286
05:00 PM 19 0 19 2 9 11 3 6 9 39
05:15 PM 6 0 6 3 9 12 3 3 6 24
05:30 PM 7 0 7 3 11 14 3 5 8 29
05:45 PM 9 0 9 2 17 19 6 7 13 41
Total 41 0 41 10 46 56 15 21 36 133
Grand Total 123 0 123 15 170 185 59 52 111 419
Apprch % 100 0 8.1 91.9 53.2 46.8
Total % 29.4 0 29.4 3.6 40.6 44.2 14.1 12.4 26.5
Rattler Road
Southbound
Rattler Road
Northbound
School Access 2
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 04:00 PM
04:00 PM 43 0 43 2 53 55 25 19 44 142
04:15 PM 18 0 18 2 22 24 11 6 17 59
04:30 PM 10 0 10 1 26 27 5 5 10 47
04:45 PM 11 0 11 0 23 23 3 1 4 38
Total Volume 82 0 82 5 124 129 44 31 75 286
% App. Total 100 0 3.9 96.1 58.7 41.3
PHF .477 .000 .477 .625 .585 .586 .440 .408 .426 .504
Counts Unlimited, Inc.

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

3.1-45
7-414
File Name : 15_RNM_RATTLER_SCH ACC 2_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 2
Weather: Clear
Rattler Road
School Access 2
Rattler Road
Right
0 Thru
82 InOut Total
168 82 250
Left
5 Thru
124
Out TotalIn
113 129 242
Left
44 Right
31 TotalOut In
5 75 80
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 43 0 43 2 53 55 25 19 44
+15 mins. 18 0 18 2 22 24 11 6 17
+30 mins. 10 0 10 1 26 27 5 5 10
+45 mins. 11 0 11 0 23 23 3 1 4
Total Volume 82 0 82 5 124 129 44 31 75
% App. Total 100 0 3.9 96.1 58.7 41.3
PHF .477 .000 .477 .625 .585 .586 .440 .408 .426
Counts Unlimited, Inc.

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

3.1-46
7-415
File Name : 16_RNM_RATTLER_SCH ACC 3_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 3
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 3
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 5 2 7 2 3 5 0 0 0 12
07:15 AM 6 10 16 6 7 13 0 2 2 31
07:30 AM 13 13 26 10 8 18 1 3 4 48
07:45 AM 26 21 47 7 19 26 1 1 2 75
Total 50 46 96 25 37 62 2 6 8 166
08:00 AM 22 38 60 21 24 45 0 6 6 111
08:15 AM 25 86 111 53 25 78 6 19 25 214
08:30 AM 25 163 188 66 61 127 15 34 49 364
08:45 AM 14 32 46 19 24 43 9 5 14 103
Total 86 319 405 159 134 293 30 64 94 792
Grand Total 136 365 501 184 171 355 32 70 102 958
Apprch % 27.1 72.9 51.8 48.2 31.4 68.6
Total % 14.2 38.1 52.3 19.2 17.8 37.1 3.3 7.3 10.6
Rattler Road
Southbound
Rattler Road
Northbound
School Access 3
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 08:00 AM
08:00 AM 22 38 60 21 24 45 0 6 6 111
08:15 AM 25 86 111 53 25 78 6 19 25 214
08:30 AM 25 163 188 66 61 127 15 34 49 364
08:45 AM 14 32 46 19 24 43 9 5 14 103
Total Volume 86 319 405 159 134 293 30 64 94 792
% App. Total 21.2 78.8 54.3 45.7 31.9 68.1
PHF .860 .489 .539 .602 .549 .577 .500 .471 .480 .544
Counts Unlimited, Inc.

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

3.1-47
7-416
File Name : 16_RNM_RATTLER_SCH ACC 3_AM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 3
Weather: Clear
Rattler Road
School Access 3
Rattler Road
Right
319
Thru
86 InOut Total
164 405 569
Left
159
Thru
134
Out TotalIn
150 293 443
Left
30 Right
64 TotalOut In
478 94 572
Peak Hour Begins at 08:00 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:
07:45 AM 08:00 AM 08:00 AM
+0 mins. 26 21 47 21 24 45 0 6 6
+15 mins. 22 38 60 53 25 78 6 19 25
+30 mins. 25 86 111 66 61 127 15 34 49
+45 mins. 25 163 188 19 24 43 9 5 14
Total Volume 98 308 406 159 134 293 30 64 94
% App. Total 24.1 75.9 54.3 45.7 31.9 68.1
PHF .942 .472 .540 .602 .549 .577 .500 .471 .480
Counts Unlimited, Inc.

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

3.1-48
7-417
File Name : 16_RNM_RATTLER_SCH ACC 3_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 3
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 3
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 02:00 PM 6 0 6 0 7 7 0 2 2 15
02:15 PM 7 0 7 0 7 7 0 0 0 14
02:30 PM 6 5 11 1 15 16 6 10 16 43
02:45 PM 13 9 22 2 11 13 1 0 1 36
Total 32 14 46 3 40 43 7 12 19 108
03:00 PM 9 1 10 8 4 12 0 0 0 22
03:15 PM 17 15 32 25 10 35 1 1 2 69
03:30 PM 22 54 76 35 33 68 13 14 27 171
03:45 PM 52 62 114 41 97 138 43 36 79 331
Total 100 132 232 109 144 253 57 51 108 593
Grand Total 132 146 278 112 184 296 64 63 127 701
Apprch % 47.5 52.5 37.8 62.2 50.4 49.6
Total % 18.8 20.8 39.7 16 26.2 42.2 9.1 9 18.1
Rattler Road
Southbound
Rattler Road
Northbound
School Access 3
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:00 PM
03:00 PM 9 1 10 8 4 12 0 0 0 22
03:15 PM 17 15 32 25 10 35 1 1 2 69
03:30 PM 22 54 76 35 33 68 13 14 27 171
03:45 PM 52 62 114 41 97 138 43 36 79 331
Total Volume 100 132 232 109 144 253 57 51 108 593
% App. Total 43.1 56.9 43.1 56.9 52.8 47.2
PHF .481 .532 .509 .665 .371 .458 .331 .354 .342 .448
Counts Unlimited, Inc.

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

3.1-49
7-418
File Name : 16_RNM_RATTLER_SCH ACC 3_MD
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 3
Weather: Clear
Rattler Road
School Access 3
Rattler Road
Right
132
Thru
100
InOut Total
201 232 433
Left
109
Thru
144
Out TotalIn
151 253 404
Left
57 Right
51 TotalOut In
241 108 349
Peak Hour Begins at 03:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 02:00 PM to 03:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
03:00 PM 03:00 PM 03:00 PM
+0 mins. 9 1 10 8 4 12 0 0 0
+15 mins. 17 15 32 25 10 35 1 1 2
+30 mins. 22 54 76 35 33 68 13 14 27
+45 mins. 52 62 114 41 97 138 43 36 79
Total Volume 100 132 232 109 144 253 57 51 108
% App. Total 43.1 56.9 43.1 56.9 52.8 47.2
PHF .481 .532 .509 .665 .371 .458 .331 .354 .342
Counts Unlimited, Inc.

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

3.1-50
7-419
File Name : 16_RNM_RATTLER_SCH ACC 3_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 1
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 3
Weather: Clear
Groups Printed- Total Volume
Rattler Road
Southbound
Rattler Road
Northbound
School Access 3
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 24 24 48 25 56 81 21 23 44 173
04:15 PM 14 7 21 7 26 33 4 4 8 62
04:30 PM 8 7 15 9 23 32 2 2 4 51
04:45 PM 7 7 14 16 10 26 4 7 11 51
Total 53 45 98 57 115 172 31 36 67 337
05:00 PM 6 3 9 3 9 12 5 13 18 39
05:15 PM 4 3 7 2 9 11 4 2 6 24
05:30 PM 5 8 13 4 10 14 1 3 4 31
05:45 PM 9 17 26 11 12 23 0 1 1 50
Total 24 31 55 20 40 60 10 19 29 144
Grand Total 77 76 153 77 155 232 41 55 96 481
Apprch % 50.3 49.7 33.2 66.8 42.7 57.3
Total % 16 15.8 31.8 16 32.2 48.2 8.5 11.4 20
Rattler Road
Southbound
Rattler Road
Northbound
School Access 3
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 04:00 PM
04:00 PM 24 24 48 25 56 81 21 23 44 173
04:15 PM 14 7 21 7 26 33 4 4 8 62
04:30 PM 8 7 15 9 23 32 2 2 4 51
04:45 PM 7 7 14 16 10 26 4 7 11 51
Total Volume 53 45 98 57 115 172 31 36 67 337
% App. Total 54.1 45.9 33.1 66.9 46.3 53.7
PHF .552 .469 .510 .570 .513 .531 .369 .391 .381 .487
Counts Unlimited, Inc.

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

3.1-51
7-420
File Name : 16_RNM_RATTLER_SCH ACC 3_PM
Site Code : 05123425
Start Date : 5/16/2023
Page No : 2
City of Rancho Mirage
N/S: Rattler Road
E/W: School Access 3
Weather: Clear
Rattler Road
School Access 3
Rattler Road
Right
45 Thru
53 InOut Total
146 98 244
Left
57 Thru
115
Out TotalIn
89 172 261
Left
31 Right
36 TotalOut In
102 67 169
Peak Hour Begins at 04:00 PM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 24 24 48 25 56 81 21 23 44
+15 mins. 14 7 21 7 26 33 4 4 8
+30 mins. 8 7 15 9 23 32 2 2 4
+45 mins. 7 7 14 16 10 26 4 7 11
Total Volume 53 45 98 57 115 172 31 36 67
% App. Total 54.1 45.9 33.1 66.9 46.3 53.7
PHF .552 .469 .510 .570 .513 .531 .369 .391 .381
Counts Unlimited, Inc.

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

3.1-52
7-421

City of Rancho Mirage
Rattler Road
N/ Ramon Road
24 Hour Directional Volume Count

RNM001
Site Code: 051-23425

Counts Unlimited, Inc.

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

Start 5/16/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 10 0 12
12:15 0 5 0 9
12:30 0 6 2 10
12:45 1 5 2 26 1 11 3 42 5 68
01:00 1 4 0 10
01:15 0 10 0 9
01:30 1 11 0 11
01:45 0 8 2 33 1 4 1 34 3 67
02:00 0 9 0 11
02:15 0 15 0 6
02:30 0 7 0 33
02:45 0 17 0 48 0 28 0 78 0 126
03:00 0 28 0 9
03:15 0 74 0 13
03:30 0 109 0 61
03:45 0 100 0 311 1 309 1 392 1 703
04:00 0 63 1 150
04:15 0 25 0 49
04:30 1 23 1 33
04:45 0 24 1 135 0 20 2 252 3 387
05:00 0 13 2 30
05:15 0 15 0 13
05:30 2 12 1 16
05:45 7 19 9 59 6 15 9 74 18 133
06:00 6 18 6 16
06:15 5 25 5 17
06:30 4 23 6 21
06:45 4 20 19 86 9 7 26 61 45 147
07:00 15 20 13 15
07:15 17 8 13 18
07:30 36 7 28 4
07:45 38 5 106 40 32 4 86 41 192 81
08:00 80 5 57 4
08:15 169 7 143 1
08:30 187 5 220 2
08:45 51 4 487 21 95 2 515 9 1002 30
09:00 24 3 25 2
09:15 15 7 9 0
09:30 10 2 9 2
09:45 11 1 60 13 15 1 58 5 118 18
10:00 7 1 10 0
10:15 6 2 8 1
10:30 8 2 7 1
10:45 6 0 27 5 6 1 31 3 58 8
11:00 3 1 9 0
11:15 3 1 3 2
11:30 5 1 8 1
11:45 3 2 14 5 5 0 25 3 39 8
Total 727 782 727 782 757 994 757 994 1484 1776
Combined
Total 1509 1509 1751 1751 3260
AM Peak - 08:00 - - - 08:00 - - - - -
Vol. - 487 - - - 515 - - - - -
P.H.F. 0.651 0.585
PM Peak - - 03:15 - - - 03:30 - - - -
Vol. - - 346 - - - 569 - - - -
P.H.F. 0.794 0.460

Percentag
e 48.2% 51.8% 43.2% 56.8%
ADT/AADT ADT 3,260 AADT 3,260

3.1-53
7-422

City of Rancho Mirage
Ramon Road
W/ Rattler Road
24 Hour Directional Volume Count

RNM002
Site Code: 051-23425

Counts Unlimited, Inc.

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

Start 5/16/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 26 206 57 178
12:15 15 188 62 176
12:30 15 210 39 179
12:45 13 201 69 805 24 174 182 707 251 1512
01:00 16 197 26 188
01:15 15 232 20 186
01:30 16 223 20 179
01:45 12 208 59 860 15 214 81 767 140 1627
02:00 8 232 11 206
02:15 5 218 12 230
02:30 13 237 7 230
02:45 10 235 36 922 16 251 46 917 82 1839
03:00 10 286 7 274
03:15 18 235 15 256
03:30 21 263 13 347
03:45 26 272 75 1056 19 434 54 1311 129 2367
04:00 19 293 27 342
04:15 44 207 27 264
04:30 57 226 31 243
04:45 56 256 176 982 38 265 123 1114 299 2096
05:00 58 226 38 241
05:15 68 261 46 273
05:30 112 243 62 247
05:45 126 209 364 939 101 201 247 962 611 1901
06:00 163 176 97 205
06:15 159 187 140 161
06:30 202 157 164 146
06:45 210 150 734 670 200 145 601 657 1335 1327
07:00 203 118 168 134
07:15 209 112 254 150
07:30 296 117 271 141
07:45 252 122 960 469 255 103 948 528 1908 997
08:00 237 104 227 123
08:15 299 115 345 131
08:30 298 125 370 126
08:45 205 106 1039 450 250 119 1192 499 2231 949
09:00 179 114 160 109
09:15 178 103 145 97
09:30 208 96 175 97
09:45 150 83 715 396 181 87 661 390 1376 786
10:00 182 73 163 94
10:15 152 71 137 84
10:30 159 60 163 66
10:45 183 54 676 258 138 69 601 313 1277 571
11:00 180 46 173 58
11:15 154 43 192 50
11:30 193 48 169 53
11:45 198 41 725 178 215 35 749 196 1474 374
Total 5628 7985 5628 7985 5485 8361 5485 8361 11113 16346 Combined
Total 13613 13613 13846 13846 27459
AM Peak - 07:45 - - - 07:45 - - - - -
Vol. - 1086 - - - 1197 - - - - -
P.H.F. 0.908 0.809
PM Peak - - 03:15 - - - 03:30 - - - -
Vol. - - 1063 - - - 1387 - - - -
P.H.F. 0.907 0.799

Percentag
e 41.3% 58.7% 39.6% 60.4%
ADT/AADT ADT 27,459 AADT 27,459

3.1-54
7-423

City of Rancho Mirage
Da Vall Drive
S/ Ramon Road
24 Hour Directional Volume Count

RNM003
Site Code: 051-23425

Counts Unlimited, Inc.

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

Start 5/16/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 7 87 5 53
12:15 7 79 9 51
12:30 3 72 3 54
12:45 2 60 19 298 3 56 20 214 39 512
01:00 4 78 1 58
01:15 2 70 1 38
01:30 1 82 2 64
01:45 4 95 11 325 1 47 5 207 16 532
02:00 1 76 2 59
02:15 0 89 1 69
02:30 1 100 0 73
02:45 1 100 3 365 2 86 5 287 8 652
03:00 0 126 1 79
03:15 1 116 3 74
03:30 3 104 1 92
03:45 1 141 5 487 3 103 8 348 13 835
04:00 1 140 4 90
04:15 5 133 4 73
04:30 1 91 12 92
04:45 1 106 8 470 9 63 29 318 37 788
05:00 7 112 17 59
05:15 5 139 14 58
05:30 10 91 34 55
05:45 16 81 38 423 38 48 103 220 141 643
06:00 25 80 38 37
06:15 22 63 57 54
06:30 16 65 58 49
06:45 25 68 88 276 73 43 226 183 314 459
07:00 38 40 89 44
07:15 46 41 123 29
07:30 63 41 132 33
07:45 53 33 200 155 148 19 492 125 692 280
08:00 60 38 124 27
08:15 102 41 141 20
08:30 76 46 145 21
08:45 62 48 300 173 92 16 502 84 802 257
09:00 50 43 73 19
09:15 49 41 75 15
09:30 40 43 81 18
09:45 58 39 197 166 71 15 300 67 497 233
10:00 65 35 74 13
10:15 55 36 50 17
10:30 57 25 63 12
10:45 71 19 248 115 52 10 239 52 487 167
11:00 55 14 66 8
11:15 49 17 62 9
11:30 80 12 61 6
11:45 77 10 261 53 55 5 244 28 505 81
Total 1378 3306 1378 3306 2173 2133 2173 2133 3551 5439 Combined
Total 4684 4684 4306 4306 8990
AM Peak - 08:00 - - - 07:45 - - - - -
Vol. - 300 - - - 558 - - - - -
P.H.F. 0.735 0.943
PM Peak - - 03:30 - - - 03:15 - - - -
Vol. - - 518 - - - 359 - - - -
P.H.F. 0.918 0.871

Percentag
e 29.4% 70.6% 50.5% 49.5%
ADT/AADT ADT 8,990 AADT 8,990

3.1-55
7-424

City of Rancho Mirage
Bob Hope Drive
N/ Ramon Road
24 Hour Directional Volume Count

RNM004
Site Code: 051-23425

Counts Unlimited, Inc.

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

Start 5/16/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 26 113 45 171
12:15 21 105 36 195
12:30 25 127 17 198
12:45 15 94 87 439 18 187 116 751 203 1190
01:00 15 121 13 193
01:15 5 127 12 191
01:30 12 118 17 216
01:45 5 115 37 481 12 207 54 807 91 1288
02:00 10 134 5 191
02:15 10 128 10 244
02:30 11 138 11 234
02:45 4 157 35 557 10 260 36 929 71 1486
03:00 13 174 11 227
03:15 11 146 17 247
03:30 9 158 20 261
03:45 15 189 48 667 22 275 70 1010 118 1677
04:00 4 181 28 212
04:15 8 172 37 225
04:30 9 180 56 187
04:45 20 168 41 701 56 194 177 818 218 1519
05:00 15 203 49 221
05:15 14 205 69 231
05:30 16 132 122 210
05:45 31 115 76 655 151 183 391 845 467 1500
06:00 45 101 189 154
06:15 40 73 225 158
06:30 58 90 255 144
06:45 61 73 204 337 273 143 942 599 1146 936
07:00 57 77 284 112
07:15 64 73 337 106
07:30 85 67 389 107
07:45 118 68 324 285 415 102 1425 427 1749 712
08:00 64 64 323 97
08:15 100 53 319 111
08:30 75 62 327 104
08:45 94 49 333 228 308 97 1277 409 1610 637
09:00 79 43 176 88
09:15 85 50 242 94
09:30 87 46 217 97
09:45 79 45 330 184 242 93 877 372 1207 556
10:00 96 37 204 87
10:15 99 34 203 69
10:30 103 43 180 71
10:45 131 41 429 155 198 67 785 294 1214 449
11:00 99 36 227 63
11:15 90 22 196 46
11:30 117 25 196 49
11:45 109 16 415 99 233 34 852 192 1267 291
Total 2359 4788 2359 4788 7002 7453 7002 7453 9361 12241 Combined
Total 7147 7147 14455 14455 21602
AM Peak - 10:45 - - - 07:15 - - - - -
Vol. - 437 - - - 1464 - - - - -
P.H.F. 0.834 0.882
PM Peak - - 04:30 - - - 03:00 - - - -
Vol. - - 756 - - - 1010 - - - -
P.H.F. 0.922 0.918

Percentag
e 33.0% 67.0% 48.4% 51.6%
ADT/AADT ADT 21,602 AADT 21,602

3.1-56
7-425
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
APPENDIX 3.2: EXISTING (2023) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS

7-426
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
This Page Intentionally Left Blank

7-427
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 145 646 86 133 774 86 138 385 85 156 638 179 Future Volume (vph) 145 646 86 133 774 86 138 385 85 156 638 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 345 0 225 0 215 85 180 120
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1038 5274 701 1076
Travel Time (s) 14.2 71.9 10.6 16.3
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 Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 84
Detector Phase 5 2 1 6 388744
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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 25.0 41.0 24.0 40.0 15.0 28.0 28.0 27.0 40.0 40.0 Total Split (%) 20.8% 34.2% 20.0% 33.3% 12.5% 23.3% 23.3% 22.5% 33.3% 33.3% Maximum Green (s) 20.5 36.5 19.5 35.5 10.5 23.5 23.5 22.5 35.5 35.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max None Max Max None Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 57 (48%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 1: Date Palm Dr. & Ramon Rd.

3.2-1
7-428
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 145 646 86 133 774 86 138 385 85 156 638 179 Future Volume (veh/h) 145 646 86 133 774 86 138 385 85 156 638 179 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 159 710 95 146 851 95 152 423 93 171 701 197 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 188 1803 239 175 1808 201 209 866 384 201 1051 467 Arrive On Green 0.11 0.40 0.40 0.10 0.39 0.39 0.06 0.24 0.24 0.11 0.30 0.30 Sat Flow, veh/h 1781 4558 604 1781 4661 518 3456 3554 1575 1781 3554 1577 Grp Volume(v), veh/h 159 529 276 146 620 326 152 423 93 171 701 197 Grp Sat Flow(s),veh/h/ln 1781 1702 1759 1781 1702 1775 1728 1777 1575 1781 1777 1577 Q Serve(g_s), s 10.5 13.3 13.5 9.7 16.4 16.5 5.2 12.3 5.7 11.3 20.8 12.1 Cycle Q Clear(g_c), s 10.5 13.3 13.5 9.7 16.4 16.5 5.2 12.3 5.7 11.3 20.8 12.1 Prop In Lane 1.00 0.34 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 188 1347 696 175 1321 689 209 866 384 201 1051 467 V/C Ratio(X) 0.84 0.39 0.40 0.84 0.47 0.47 0.73 0.49 0.24 0.85 0.67 0.42 Avail Cap(c_a), veh/h 304 1347 696 289 1321 689 302 866 384 334 1051 467 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 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.7 26.0 26.0 53.2 27.5 27.5 55.4 39.0 36.5 52.2 37.1 34.0 Incr Delay (d2), s/veh 11.3 0.9 1.7 9.5 1.1 2.1 4.8 2.0 1.5 10.4 3.4 2.8 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 5.1 5.3 5.7 4.6 6.5 7.0 2.3 5.4 2.3 5.5 9.2 4.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.0 26.8 27.7 62.7 28.6 29.7 60.2 40.9 38.0 62.6 40.4 36.8 LnGrp LOS E C C E C C E D D E D D
Approach Vol, veh/h 964 1092 668 1069
Approach Delay, s/veh 33.2 33.5 44.9 43.3
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.3 52.0 11.8 40.0 17.2 51.1 18.0 33.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.5 36.5 10.5 35.5 20.5 35.5 22.5 23.5 Max Q Clear Time (g_c+I1), s 11.7 15.5 7.2 22.8 12.5 18.5 13.3 14.3 Green Ext Time (p_c), s 0.2 4.6 0.1 4.1 0.2 5.1 0.3 1.9 Intersection Summary
HCM 6th Ctrl Delay 38.2
HCM 6th LOS D

3.2-2
7-429
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 32 729 99 211 810 120 62 115 114 209 248 25 Future Volume (vph) 32 729 99 211 810 120 62 115 114 209 248 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 180 215 120 215 200 0
Storage Lanes 1 0 1 1 1 1 0 0
Taper Length (ft) 90 90 105 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 55 50 45
Link Distance (ft) 5274 1330 1673 1048
Travel Time (s) 71.9 16.5 22.8 15.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 6 8
Detector Phase 5 2 16638874
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 9.5 22.5 22.5 9.5 22.5 Total Split (s) 11.2 35.4 31.0 55.2 55.2 15.0 22.6 22.6 31.0 38.6 Total Split (%) 9.3% 29.5% 25.8% 46.0% 46.0% 12.5% 18.8% 18.8% 25.8% 32.2% Maximum Green (s) 6.7 30.9 26.5 50.7 50.7 10.5 18.1 18.1 26.5 34.1 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
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 Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 2: Da Vall Dr. & Ramon Rd.

3.2-3
7-430
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 32 729 99 211 810 120 62 115 114 209 248 25 Future Volume (veh/h) 32 729 99 211 810 120 62 115 114 209 248 25 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 36 810 110 234 900 133 69 128 127 232 276 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 52 1683 227 260 2487 772 89 662 295 263 475 48 Arrive On Green 0.03 0.37 0.37 0.29 0.97 0.97 0.05 0.19 0.19 0.15 0.28 0.28 Sat Flow, veh/h 1781 4550 614 1781 5106 1585 1781 3554 1585 1781 1670 169 Grp Volume(v), veh/h 36 605 315 234 900 133 69 128 127 232 0 304 Grp Sat Flow(s),veh/h/ln 1781 1702 1760 1781 1702 1585 1781 1777 1585 1781 0 1840 Q Serve(g_s), s 2.4 16.3 16.5 15.1 0.8 0.3 4.6 3.6 8.5 15.3 0.0 17.0 Cycle Q Clear(g_c), s 2.4 16.3 16.5 15.1 0.8 0.3 4.6 3.6 8.5 15.3 0.0 17.0 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 52 1259 651 260 2487 772 89 662 295 263 0 523 V/C Ratio(X) 0.69 0.48 0.48 0.90 0.36 0.17 0.78 0.19 0.43 0.88 0.00 0.58 Avail Cap(c_a), veh/h 99 1259 651 393 2487 772 156 662 295 393 0 523 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) 0.87 0.87 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.7 29.0 29.0 41.6 0.8 0.8 56.4 41.2 43.2 50.1 0.0 36.8 Incr Delay (d2), s/veh 13.5 1.1 2.2 16.5 0.4 0.5 13.6 0.7 4.5 14.3 0.0 4.7 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 1.2 6.5 7.0 6.5 0.3 0.2 2.3 1.6 3.6 7.7 0.0 8.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 30.1 31.2 58.1 1.2 1.3 70.0 41.9 47.7 64.5 0.0 41.5 LnGrp LOS E C C EAAEDDEAD
Approach Vol, veh/h 956 1267 324 536
Approach Delay, s/veh 32.0 11.7 50.2 51.4
Approach LOS C B D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.0 48.9 10.5 38.6 8.0 62.9 22.2 26.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 26.5 30.9 10.5 34.1 6.7 50.7 26.5 18.1 Max Q Clear Time (g_c+I1), s 17.1 18.5 6.6 19.0 4.4 2.8 17.3 10.5 Green Ext Time (p_c), s 0.4 4.3 0.0 1.4 0.0 6.9 0.4 0.6 Intersection Summary
HCM 6th Ctrl Delay 29.0
HCM 6th LOS C

3.2-4
7-431
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 98 432 190 48 346 34 125 158 59 57 305 209 Future Volume (vph) 98 432 190 48 346 34 125 158 59 57 305 209 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 175 215 185 0 125 125 135 135
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 50 50
Link Distance (ft) 918 366 1131 331
Travel Time (s) 20.9 8.3 15.4 4.5
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 52216 38874
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 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 23.0 40.0 40.0 17.0 34.0 26.0 45.0 45.0 18.0 37.0 Total Split (%) 19.2% 33.3% 33.3% 14.2% 28.3% 21.7% 37.5% 37.5% 15.0% 30.8% Maximum Green (s) 18.5 35.5 35.5 12.5 29.5 21.5 40.5 40.5 13.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 3: Da Vall Dr. & Dinah Shore Dr.

3.2-5
7-432
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 98 432 190 48 346 34 125 158 59 57 305 209 Future Volume (veh/h) 98 432 190 48 346 34 125 158 59 57 305 209 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 460 202 51 368 36 133 168 63 61 324 222 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 130 1532 683 66 1293 126 162 1199 535 79 593 397 Arrive On Green 0.07 0.43 0.43 0.04 0.40 0.40 0.09 0.34 0.34 0.04 0.29 0.29 Sat Flow, veh/h 1781 3554 1585 1781 3272 318 1781 3554 1585 1781 2037 1365 Grp Volume(v), veh/h 104 460 202 51 199 205 133 168 63 61 282 264 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1813 1781 1777 1585 1781 1777 1625 Q Serve(g_s), s 6.9 10.2 10.0 3.4 9.1 9.3 8.8 3.9 3.3 4.1 16.0 16.5 Cycle Q Clear(g_c), s 6.9 10.2 10.0 3.4 9.1 9.3 8.8 3.9 3.3 4.1 16.0 16.5 Prop In Lane 1.00 1.00 1.00 0.18 1.00 1.00 1.00 0.84
Lane Grp Cap(c), veh/h 130 1532 683 66 702 716 162 1199 535 79 517 473 V/C Ratio(X) 0.80 0.30 0.30 0.77 0.28 0.29 0.82 0.14 0.12 0.77 0.54 0.56 Avail Cap(c_a), veh/h 275 1532 683 186 702 716 319 1199 535 200 517 473 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.8 22.3 22.3 57.3 24.7 24.7 53.6 27.6 27.4 56.7 35.8 36.0 Incr Delay (d2), s/veh 10.7 0.5 1.1 17.1 1.0 1.0 10.0 0.2 0.4 14.7 4.1 4.7 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 3.5 4.4 3.7 1.8 4.1 4.2 4.3 1.7 1.3 2.1 7.2 6.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.4 22.8 23.4 74.4 25.7 25.8 63.6 27.9 27.9 71.4 39.9 40.7 LnGrp LOS E C C E C C E C C E D D
Approach Vol, veh/h 766 455 364 607
Approach Delay, s/veh 28.7 31.2 40.9 43.4
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 56.2 15.4 39.4 13.3 51.9 9.8 45.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 12.5 35.5 21.5 32.5 18.5 29.5 13.5 40.5 Max Q Clear Time (g_c+I1), s 5.4 12.2 10.8 18.5 8.9 11.3 6.1 5.9 Green Ext Time (p_c), s 0.0 3.9 0.2 2.5 0.1 2.2 0.1 1.1 Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D

3.2-6
7-433
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 16 270 305 179 245 50
Future Volume (vph) 16 270 305 179 245 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 25 25 25
Link Distance (ft) 445 524 1443
Travel Time (s) 12.1 14.3 39.4
Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-7
7-434
HCM 6th TWSC Existing (2023) AM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 14
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 270 305 179 245 50
Future Vol, veh/h 16 270 305 179 245 50
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 62 62 62 62 62 62
Heavy Vehicles, % 2 22222
Mvmt Flow 26 435 492 289 395 81

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1709 436 476 0 - 0
Stage 1 436 -----
Stage 2 1273 -----
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 100 620 1086 - - -
Stage 1 652 -----
Stage 2 263 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 55 620 1086 - - -
Mov Cap-2 Maneuver 163 -----
Stage 1 357 -----
Stage 2 263 -----

Approach EB NB SB
HCM Control Delay, s 40.2 7 0

HCM LOS E

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1086 - 536 - -
HCM Lane V/C Ratio 0.453 - 0.861 - -
HCM Control Delay (s) 11 - 40.2 - -
HCM Lane LOS B - E - -
HCM 95th %tile Q(veh) 2.4 - 9.3 - -

3.2-8
7-435
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 225 861 923 259 197 318
Future Volume (vph) 225 861 923 259 197 318
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 205 200 200
Storage Lanes 2 1 1 1
Taper Length (ft) 110 60
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 40
Link Distance (ft) 647 2660 288
Travel Time (s) 8.0 33.0 4.9
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Shared Lane Traffic (%) 48%
Turn Type Prot NA NA pm+ov Prot Perm
Protected Phases 52644
Permitted Phases 6 4
Detector Phase 526444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 13.0 37.5 24.5 22.5 22.5 22.5
Total Split (%) 21.7% 62.5% 40.8% 37.5% 37.5% 37.5%
Maximum Green (s) 8.5 33.0 20.0 18.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 55555
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Ramon Rd. & Rattler Rd.

3.2-9
7-436
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 225 861 923 259 197 318
Future Volume (veh/h) 225 861 923 259 197 318
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 278 1063 1140 320 212 426
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Percent Heavy Veh, % 222222
Cap, veh/h 381 2808 1863 1054 534 951
Arrive On Green 0.22 1.00 0.12 0.12 0.30 0.30
Sat Flow, veh/h 3456 5274 5274 1585 1781 3170
Grp Volume(v), veh/h 278 1063 1140 320 212 426
Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1585
Q Serve(g_s), s 4.5 0.0 12.7 6.0 5.7 6.5
Cycle Q Clear(g_c), s 4.5 0.0 12.7 6.0 5.7 6.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 381 2808 1863 1054 534 951
V/C Ratio(X) 0.73 0.38 0.61 0.30 0.40 0.45
Avail Cap(c_a), veh/h 490 2808 1863 1054 534 951
HCM Platoon Ratio 2.00 2.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.87 0.87 1.00 1.00
Uniform Delay (d), s/veh 22.6 0.0 22.4 6.1 16.7 17.0
Incr Delay (d2), s/veh 4.0 0.4 1.3 0.6 2.2 1.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 0.1 5.3 4.2 2.3 6.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.6 0.4 23.7 6.7 18.9 18.5
LnGrp LOS C A C A B B
Approach Vol, veh/h 1341 1460 638
Approach Delay, s/veh 5.8 20.0 18.6
Approach LOS A B B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.5 22.5 11.1 26.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 8.5 20.0
Max Q Clear Time (g_c+I1), s 2.0 8.5 6.5 14.7
Green Ext Time (p_c), s 7.4 1.7 0.2 3.4
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-10
7-437
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1 981 67 100 1163 26 58
Future Volume (vph) 1 981 67 100 1163 26 58
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 200 255 125 0
Storage Lanes 1 1 1 1 1
Taper Length (ft) 90 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 50
Link Distance (ft) 2660 3172 1424
Travel Time (s) 33.0 39.3 19.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot Perm
Protected Phases 5 2 1 6 8
Permitted Phases 2 8
Detector Phase 5221688
Switch Phase
Minimum Initial (s) 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
Total Split (s) 9.5 23.7 23.7 13.8 28.0 22.5 22.5
Total Split (%) 15.8% 39.5% 39.5% 23.0% 46.7% 37.5% 37.5% Maximum Green (s) 5.0 19.2 19.2 9.3 23.5 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max None C-Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 6: Los Alamos Rd. & Ramon Rd.

3.2-11
7-438
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1 981 67 100 1163 26 58
Future Volume (veh/h) 1 981 67 100 1163 26 58
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1090 74 111 1292 29 64
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 222222
Cap, veh/h 2014 625 144 2808 1037 476
Arrive On Green 0.13 0.13 0.08 0.55 0.30 0.30
Sat Flow, veh/h 5274 1585 1781 5274 3456 1585
Grp Volume(v), veh/h 1090 74 111 1292 29 64
Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585
Q Serve(g_s), s 12.0 2.5 3.7 9.1 0.4 1.8
Cycle Q Clear(g_c), s 12.0 2.5 3.7 9.1 0.4 1.8
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2014 625 144 2808 1037 476
V/C Ratio(X) 0.54 0.12 0.77 0.46 0.03 0.13
Avail Cap(c_a), veh/h 2014 625 276 2808 1037 476
HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.93 0.93 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.0 16.9 27.0 8.1 14.8 15.3
Incr Delay (d2), s/veh 1.0 0.4 8.5 0.5 0.0 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.8 0.8 1.7 2.1 0.1 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 17.2 35.6 8.7 14.9 15.9
LnGrp LOS C B D A B B
Approach Vol, veh/h 1164 1403 93
Approach Delay, s/veh 21.7 10.8 15.6
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.3 28.2 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.3 19.2 23.5 18.0
Max Q Clear Time (g_c+I1), s 5.7 14.0 11.1 3.8
Green Ext Time (p_c), s 0.1 2.9 6.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

3.2-12
7-439
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 638 1 249 155 420 0 0 290 177 Future Volume (vph) 0 0 0 638 1 249 155 420 0 0 290 177 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 430 210 0 0 205
Storage Lanes 0 0 1 1 1 0 0 2
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 581 1228 688 840
Travel Time (s) 11.3 23.9 10.4 12.7
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) 50%
Turn Type Split NA Free Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5
Total Split (s) 26.0 26.0 11.3 34.0 22.7 22.7
Total Split (%) 43.3% 43.3% 18.8% 56.7% 37.8% 37.8%
Maximum Green (s) 21.5 21.5 6.8 29.5 18.2 18.2
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
Pedestrian Calls (#/hr) 55
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 7: Bob Hope Dr. & I-10 NB Ramps

3.2-13
7-440
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 638 1 249 155 420 0 0 290 177 Future Volume (veh/h) 0 0 0 638 1 249 155 420 0 0 290 177 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 687 0 0 167 452 0 0 312 190
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222220022
Cap, veh/h 871 0 270 2152 0 0 2310 717
Arrive On Green 0.24 0.00 0.00 0.16 1.00 0.00 0.00 0.45 0.45 Sat Flow, veh/h 3563 0 1585 3456 3647 0 0 5274 1585
Grp Volume(v), veh/h 687 0 0 167 452 0 0 312 190
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1777 0 0 1702 1585 Q Serve(g_s), s 10.8 0.0 0.0 2.7 0.0 0.0 0.0 2.1 4.5
Cycle Q Clear(g_c), s 10.8 0.0 0.0 2.7 0.0 0.0 0.0 2.1 4.5 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 871 0 270 2152 0 0 2310 717
V/C Ratio(X) 0.79 0.00 0.62 0.21 0.00 0.00 0.14 0.26
Avail Cap(c_a), veh/h 1277 0 392 2152 0 0 2310 717
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.96 0.96 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.2 0.0 0.0 24.5 0.0 0.0 0.0 9.6 10.2 Incr Delay (d2), s/veh 2.1 0.0 0.0 2.2 0.2 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 4.3 0.0 0.0 1.0 0.1 0.0 0.0 0.6 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.3 0.0 0.0 26.7 0.2 0.0 0.0 9.7 11.1 LnGrp LOS C A C AAAAB
Approach Vol, veh/h 687 619 502
Approach Delay, s/veh 23.3 7.4 10.2
Approach LOS C A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.8 9.2 31.6 19.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 29.5 6.8 18.2 21.5
Max Q Clear Time (g_c+I1), s 2.0 4.7 6.5 12.8
Green Ext Time (p_c), s 2.8 0.1 1.9 1.8
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

3.2-14
7-441
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 269 1 630 0000 3 0 6 6 1 7 1 8 5 70 Future Volume (vph) 269 1 630 0000 3 0 6 6 1 7 1 8 5 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 490 135 0 0 0 195 225 0
Storage Lanes 1 1 0 0 0 1 1 0
Taper Length (ft) 200 90 90 110
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 1337 718 776 688
Travel Time (s) 26.0 14.0 11.8 10.4
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 (%) 10% 48% 10%
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4 2
Detector Phase 4 4 4 2216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 9.5 22.5
Total Split (s) 27.0 27.0 27.0 23.4 23.4 9.6 33.0
Total Split (%) 45.0% 45.0% 45.0% 39.0% 39.0% 16.0% 55.0% Maximum Green (s) 22.5 22.5 22.5 18.9 18.9 5.1 28.5
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 8: Bob Hope Dr. & I-10 SB Ramps

3.2-15
7-442
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 269 1 630 0000 3 0 6 6 1 7 1 8 5 70 Future Volume (veh/h) 269 1 630 0000 3 0 6 6 1 7 1 8 5 70 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 202 0 816 0 344 69 80 963 0
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 555 0 987 0 2257 638 212 1914 0
Arrive On Green 0.31 0.00 0.31 0.00 0.40 0.40 0.12 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5611 1585 3456 3647 0
Grp Volume(v), veh/h 202 0 816 0 344 69 80 963 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1870 1585 1728 1777 0 Q Serve(g_s), s 5.3 0.0 14.3 0.0 2.3 1.6 1.3 0.0 0.0
Cycle Q Clear(g_c), s 5.3 0.0 14.3 0.0 2.3 1.6 1.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 555 0 987 0 2257 638 212 1914 0
V/C Ratio(X) 0.36 0.00 0.83 0.00 0.15 0.11 0.38 0.50 0.00 Avail Cap(c_a), veh/h 668 0 1189 0 2257 638 294 1914 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.90 0.90 0.00 Uniform Delay (d), s/veh 16.0 0.0 19.2 0.0 11.4 11.2 25.3 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 4.2 0.0 0.1 0.3 1.0 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 5.2 0.0 0.8 0.5 0.5 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.4 0.0 23.3 0.0 11.6 11.6 26.3 0.9 0.0 LnGrp LOS B A C A B B C A A
Approach Vol, veh/h 1018 413 1043
Approach Delay, s/veh 22.0 11.6 2.8
Approach LOS C B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.2 28.6 23.2 36.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.9 22.5 28.5
Max Q Clear Time (g_c+I1), s 3.3 4.3 16.3 2.0
Green Ext Time (p_c), s 0.0 1.9 2.4 6.9
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-16
7-443
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 125 690 224 116 454 9 118 233 106 50 746 691 Future Volume (vph) 125 690 224 116 454 9 118 233 106 50 746 691 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 280 470 240 180 205 280 215 225
Storage Lanes 2 0 2 1 2 1 2 1
Taper Length (ft) 90 120 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 45 45
Link Distance (ft) 676 1191 1119 476
Travel Time (s) 8.4 14.8 17.0 7.2
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Turn Type Prot NA Free Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 3 8 523167
Permitted Phases Free 8 2 6
Detector Phase 7 4 388523167
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 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 48.0 61.7 13.3 27.0 27.0 13.0 35.3 13.3 9.7 32.0 48.0 Total Split (%) 40.0% 51.4% 11.1% 22.5% 22.5% 10.8% 29.4% 11.1% 8.1% 26.7% 40.0% Maximum Green (s) 43.5 57.2 8.8 22.5 22.5 8.5 30.8 8.8 5.2 27.5 43.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40.1 (33%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 9: Bob Hope Dr. & Ramon Rd.

3.2-17
7-444
HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 125 690 224 116 454 9 118 233 106 50 746 691 Future Volume (veh/h) 125 690 224 116 454 9 118 233 106 50 746 691 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 133 734 0 123 483 10 126 248 113 53 794 735 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 197 891 178 871 388 181 2621 895 119 2530 876 Arrive On Green 0.06 0.25 0.00 0.05 0.25 0.25 0.05 0.51 0.51 0.03 0.50 0.50 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 133 734 0 123 483 10 126 248 113 53 794 735 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 4.5 23.4 0.0 4.2 14.2 0.6 4.3 3.0 4.0 1.8 11.1 46.4 Cycle Q Clear(g_c), s 4.5 23.4 0.0 4.2 14.2 0.6 4.3 3.0 4.0 1.8 11.1 46.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 197 891 178 871 388 181 2621 895 119 2530 876 V/C Ratio(X) 0.67 0.82 0.69 0.55 0.03 0.70 0.09 0.13 0.44 0.31 0.84 Avail Cap(c_a), veh/h 1253 1694 253 871 388 245 2621 895 150 2530 876 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.5 42.4 0.0 56.0 39.6 34.4 55.9 14.9 12.2 56.8 18.1 22.4 Incr Delay (d2), s/veh 4.0 2.0 0.0 4.8 0.8 0.0 5.3 0.1 0.3 2.6 0.3 9.5 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 2.0 10.0 0.0 1.9 6.0 0.2 2.0 1.1 1.3 0.8 4.2 17.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 44.4 0.0 60.7 40.3 34.4 61.2 15.0 12.5 59.4 18.4 31.9 LnGrp LOS E D E D C EBBEBC
Approach Vol, veh/h 867 616 487 1582
Approach Delay, s/veh 46.7 44.3 26.4 26.0
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.6 66.1 10.7 34.6 10.8 64.0 11.4 33.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.2 30.8 8.8 57.2 8.5 27.5 43.5 22.5 Max Q Clear Time (g_c+I1), s 3.8 6.0 6.2 25.4 6.3 48.4 6.5 16.2 Green Ext Time (p_c), s 0.0 1.8 0.1 4.7 0.1 0.0 0.4 1.4 Intersection Summary
HCM 6th Ctrl Delay 34.3
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

3.2-18
7-445
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 99 135 0 195 160 0
Future Volume (vph) 99 135 0 195 160 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 1 0 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 354 1443 236
Travel Time (s) 9.7 39.4 6.4
Peak Hour Factor 0.60 0.60 0.60 0.60 0.60 0.60
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-19
7-446
HCM 6th TWSC Existing (2023) AM Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 99 135 0 195 160 0
Future Vol, veh/h 99 135 0 195 160 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 60 60 60 60 60 60
Heavy Vehicles, % 2 22222
Mvmt Flow 165 225 0 325 267 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 592 267 - 0 - 0
Stage 1 267 -----
Stage 2 325 -----
Critical Hdwy 6.42 6.22 ----
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 ----
Pot Cap-1 Maneuver 469 772 0 - - 0
Stage 1 778 - 0 - - 0
Stage 2 732 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 469 772 ----
Mov Cap-2 Maneuver 558 -----
Stage 1 778 -----
Stage 2 732 -----

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

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 558 772 -
HCM Lane V/C Ratio - 0.296 0.291 -
HCM Control Delay (s) - 14.1 11.6 -
HCM Lane LOS - B B -
HCM 95th %tile Q(veh) - 1.2 1.2 -

3.2-20
7-447
Lanes, Volumes, Timings Existing (2023) AM Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 30 64 160 134 96 319
Future Volume (vph) 30 64 160 134 96 319
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 334 236 360
Travel Time (s) 9.1 6.4 9.8
Peak Hour Factor 0.55 0.55 0.55 0.55 0.55 0.55
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-21
7-448
HCM 6th TWSC Existing (2023) AM Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 7.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 64 160 134 96 319
Future Vol, veh/h 30 64 160 134 96 319
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 55 55 55 55 55 55
Heavy Vehicles, % 2 22222
Mvmt Flow 55 116 291 244 175 580

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1291 465 755 0 - 0
Stage 1 465 -----
Stage 2 826 -----
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 180 597 855 - - -
Stage 1 632 -----
Stage 2 430 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 119 597 855 - - -
Mov Cap-2 Maneuver 119 -----
Stage 1 417 -----
Stage 2 430 -----

Approach EB NB SB
HCM Control Delay, s 41.3 6.2 0

HCM LOS E

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 855 - 262 - -
HCM Lane V/C Ratio 0.34 - 0.652 - -
HCM Control Delay (s) 11.4 - 41.3 - -
HCM Lane LOS B - E - -
HCM 95th %tile Q(veh) 1.5 - 4.1 - -

3.2-22
7-449
Lanes, Volumes, Timings Existing (2023) MD Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 9 121 86 225 274 18
Future Volume (vph) 9 121 86 225 274 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 25 25 25
Link Distance (ft) 445 524 1443
Travel Time (s) 12.1 14.3 39.4
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-23
7-450
HCM 6th TWSC Existing (2023) MD Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 121 86 225 274 18
Future Vol, veh/h 9 121 86 225 274 18
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 18 242 172 450 548 36

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1360 566 584 0 - 0
Stage 1 566 -----
Stage 2 794 -----
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 164 524 991 - - -
Stage 1 568 -----
Stage 2 445 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 135 524 991 - - -
Mov Cap-2 Maneuver 270 -----
Stage 1 469 -----
Stage 2 445 -----

Approach EB NB SB
HCM Control Delay, s 20.2 2.6 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 991 - 492 - -
HCM Lane V/C Ratio 0.174 - 0.528 - -
HCM Control Delay (s) 9.4 - 20.2 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.6 - 3 - -

3.2-24
7-451
Lanes, Volumes, Timings Existing (2023) MD Peak Hour
5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 150 906 1090 161 171 224
Future Volume (vph) 150 906 1090 161 171 224
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 205 200 200
Storage Lanes 2 1 1 1
Taper Length (ft) 110 60
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 40
Link Distance (ft) 647 2660 288
Travel Time (s) 8.0 33.0 4.9
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Shared Lane Traffic (%) 44%
Turn Type Prot NA NA pm+ov Prot Perm
Protected Phases 52644
Permitted Phases 6 4
Detector Phase 526444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 11.0 37.5 26.5 22.5 22.5 22.5
Total Split (%) 18.3% 62.5% 44.2% 37.5% 37.5% 37.5%
Maximum Green (s) 6.5 33.0 22.0 18.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 55555
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Ramon Rd. & Rattler Rd.

3.2-25
7-452
HCM 6th Signalized Intersection Summary Existing (2023) MD Peak Hour 5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 150 906 1090 161 171 224
Future Volume (veh/h) 150 906 1090 161 171 224
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 195 1177 1416 209 171 346
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Percent Heavy Veh, % 222222
Cap, veh/h 291 2808 1996 1095 534 951
Arrive On Green 0.17 1.00 0.13 0.13 0.30 0.30
Sat Flow, veh/h 3456 5274 5274 1585 1781 3170
Grp Volume(v), veh/h 195 1177 1416 209 171 346
Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1585
Q Serve(g_s), s 3.2 0.0 16.0 3.7 4.5 5.1
Cycle Q Clear(g_c), s 3.2 0.0 16.0 3.7 4.5 5.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 291 2808 1996 1095 534 951
V/C Ratio(X) 0.67 0.42 0.71 0.19 0.32 0.36
Avail Cap(c_a), veh/h 374 2808 1996 1095 534 951
HCM Platoon Ratio 2.00 2.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 24.2 0.0 22.9 4.9 16.3 16.5
Incr Delay (d2), s/veh 3.1 0.5 2.2 0.4 1.6 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.1 7.3 2.4 1.8 5.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 0.5 25.0 5.3 17.8 17.6
LnGrp LOS C A C A B B
Approach Vol, veh/h 1372 1625 517
Approach Delay, s/veh 4.3 22.5 17.7
Approach LOS A C B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.5 22.5 9.5 28.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 6.5 22.0
Max Q Clear Time (g_c+I1), s 2.0 7.1 5.2 18.0
Green Ext Time (p_c), s 8.5 1.5 0.1 3.0
Intersection Summary
HCM 6th Ctrl Delay 14.7
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-26
7-453
Lanes, Volumes, Timings Existing (2023) MD Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 85 103 0 234 189 0
Future Volume (vph) 85 103 0 234 189 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 1 0 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 354 1443 236
Travel Time (s) 9.7 39.4 6.4
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-27
7-454
HCM 6th TWSC Existing (2023) MD Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 85 103 0 234 189 0
Future Vol, veh/h 85 103 0 234 189 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 170 206 0 468 378 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 846 378 - 0 - 0
Stage 1 378 -----
Stage 2 468 -----
Critical Hdwy 6.42 6.22 ----
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 ----
Pot Cap-1 Maneuver 333 669 0 - - 0
Stage 1 693 - 0 - - 0
Stage 2 630 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 333 669 ----
Mov Cap-2 Maneuver 453 -----
Stage 1 693 -----
Stage 2 630 -----

Approach EB NB SB
HCM Control Delay, s 15 0 0

HCM LOS C

Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 453 669 -
HCM Lane V/C Ratio - 0.375 0.308 -
HCM Control Delay (s) - 17.6 12.8 -
HCM Lane LOS - C B -
HCM 95th %tile Q(veh) - 1.7 1.3 -

3.2-28
7-455
Lanes, Volumes, Timings Existing (2023) MD Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 57 51 117 202 138 132
Future Volume (vph) 57 51 117 202 138 132
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 334 236 360
Travel Time (s) 9.1 6.4 9.8
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-29
7-456
HCM 6th TWSC Existing (2023) MD Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 16.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 57 51 117 202 138 132
Future Vol, veh/h 57 51 117 202 138 132
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 114 102 234 404 276 264

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1280 408 540 0 - 0
Stage 1 408 -----
Stage 2 872 -----
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 183 643 1028 - - -
Stage 1 671 -----
Stage 2 409 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 141 643 1028 - - -
Mov Cap-2 Maneuver 141 -----
Stage 1 518 -----
Stage 2 409 -----

Approach EB NB SB
HCM Control Delay, s 98.3 3.5 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1028 - 223 - -
HCM Lane V/C Ratio 0.228 - 0.969 - -
HCM Control Delay (s) 9.5 - 98.3 - -
HCM Lane LOS A - F - -
HCM 95th %tile Q(veh) 0.9 - 8.6 - -

3.2-30
7-457
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 204 693 115 160 759 145 245 656 97 179 491 159 Future Volume (vph) 204 693 115 160 759 145 245 656 97 179 491 159 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 345 0 225 0 215 85 180 120
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1038 5274 701 1076
Travel Time (s) 14.2 71.9 10.6 16.3
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 84
Detector Phase 5 2 1 6 388744
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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 26.0 36.8 24.2 35.0 20.0 35.0 35.0 24.0 39.0 39.0 Total Split (%) 21.7% 30.7% 20.2% 29.2% 16.7% 29.2% 29.2% 20.0% 32.5% 32.5% Maximum Green (s) 21.5 32.3 19.7 30.5 15.5 30.5 30.5 19.5 34.5 34.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max None Max Max None Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 57 (48%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 1: Date Palm Dr. & Ramon Rd.

3.2-31
7-458
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 204 693 115 160 759 145 245 656 97 179 491 159 Future Volume (veh/h) 204 693 115 160 759 145 245 656 97 179 491 159 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 227 770 128 178 843 161 272 729 108 199 546 177 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 256 1542 254 207 1387 263 334 911 404 228 1022 453 Arrive On Green 0.14 0.35 0.35 0.12 0.32 0.32 0.10 0.26 0.26 0.13 0.29 0.29 Sat Flow, veh/h 1781 4412 727 1781 4306 817 3456 3554 1576 1781 3554 1577 Grp Volume(v), veh/h 227 593 305 178 665 339 272 729 108 199 546 177 Grp Sat Flow(s),veh/h/ln 1781 1702 1736 1781 1702 1719 1728 1777 1576 1781 1777 1577 Q Serve(g_s), s 15.0 16.5 16.7 11.8 19.8 20.0 9.3 23.0 6.6 13.2 15.5 10.8 Cycle Q Clear(g_c), s 15.0 16.5 16.7 11.8 19.8 20.0 9.3 23.0 6.6 13.2 15.5 10.8 Prop In Lane 1.00 0.42 1.00 0.48 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 256 1190 607 207 1096 554 334 911 404 228 1022 453 V/C Ratio(X) 0.89 0.50 0.50 0.86 0.61 0.61 0.81 0.80 0.27 0.87 0.53 0.39 Avail Cap(c_a), veh/h 319 1190 607 292 1096 554 446 911 404 289 1022 453 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 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.4 30.7 30.8 52.1 34.3 34.3 53.1 41.7 35.6 51.4 36.0 34.3 Incr Delay (d2), s/veh 21.3 1.5 3.0 15.0 2.3 4.5 8.3 7.3 1.6 20.5 2.0 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 8.0 6.7 7.1 5.9 8.1 8.6 4.3 10.7 2.6 7.0 6.8 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.7 32.2 33.8 67.0 36.5 38.8 61.4 49.1 37.2 71.9 38.0 36.8 LnGrp LOS E C C E D D E D D E D D
Approach Vol, veh/h 1125 1182 1109 922
Approach Delay, s/veh 40.6 41.8 50.9 45.1
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.4 46.4 16.1 39.0 21.7 43.1 19.8 35.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 19.7 32.3 15.5 34.5 21.5 30.5 19.5 30.5 Max Q Clear Time (g_c+I1), s 13.8 18.7 11.3 17.5 17.0 22.0 15.2 25.0 Green Ext Time (p_c), s 0.2 4.4 0.3 3.6 0.2 3.8 0.2 2.3 Intersection Summary
HCM 6th Ctrl Delay 44.5
HCM 6th LOS D

3.2-32
7-459
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 42 715 78 125 765 207 136 245 89 123 115 26 Future Volume (vph) 42 715 78 125 765 207 136 245 89 123 115 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 180 215 120 215 200 0
Storage Lanes 1 0 1 1 1 1 0 0
Taper Length (ft) 90 90 105 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 55 50 45
Link Distance (ft) 5274 1330 1673 1048
Travel Time (s) 71.9 16.5 22.8 15.9
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 6 8
Detector Phase 5 2 16638874
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 9.5 22.5 22.5 9.5 22.5 Total Split (s) 15.0 41.0 26.0 52.0 52.0 27.0 27.0 27.0 26.0 26.0 Total Split (%) 12.5% 34.2% 21.7% 43.3% 43.3% 22.5% 22.5% 22.5% 21.7% 21.7% Maximum Green (s) 10.5 36.5 21.5 47.5 47.5 22.5 22.5 22.5 21.5 21.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
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 Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 2: Da Vall Dr. & Ramon Rd.

3.2-33
7-460
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 42 715 78 125 765 207 136 245 89 123 115 26 Future Volume (veh/h) 42 715 78 125 765 207 136 245 89 123 115 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 48 822 90 144 879 238 156 282 102 141 132 30 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 62 2195 239 173 2716 843 186 668 298 170 264 60 Arrive On Green 0.03 0.47 0.47 0.11 0.59 0.59 0.10 0.19 0.19 0.10 0.18 0.18 Sat Flow, veh/h 1781 4674 509 1781 5106 1585 1781 3554 1585 1781 1475 335 Grp Volume(v), veh/h 48 598 314 144 879 238 156 282 102 141 0 162 Grp Sat Flow(s),veh/h/ln 1781 1702 1779 1781 1702 1585 1781 1777 1585 1781 0 1810 Q Serve(g_s), s 3.2 13.6 13.7 9.5 10.6 9.0 10.3 8.4 6.7 9.3 0.0 9.7 Cycle Q Clear(g_c), s 3.2 13.6 13.7 9.5 10.6 9.0 10.3 8.4 6.7 9.3 0.0 9.7 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 0.19
Lane Grp Cap(c), veh/h 62 1599 835 173 2716 843 186 668 298 170 0 324 V/C Ratio(X) 0.77 0.37 0.38 0.83 0.32 0.28 0.84 0.42 0.34 0.83 0.00 0.50 Avail Cap(c_a), veh/h 156 1599 835 319 2716 843 334 668 298 319 0 324 HCM Platoon Ratio 1.00 1.00 1.00 1.10 1.10 1.10 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.4 20.5 20.5 52.7 13.9 13.5 52.8 43.0 42.3 53.3 0.0 44.4 Incr Delay (d2), s/veh 14.5 0.5 1.0 10.0 0.3 0.8 9.7 2.0 3.1 9.9 0.0 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.7 5.2 5.5 4.5 3.6 3.1 5.0 3.7 2.8 4.5 0.0 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.9 21.0 21.5 62.6 14.2 14.4 62.5 44.9 45.4 63.2 0.0 49.8 LnGrp LOS E C C EBBEDDEAD
Approach Vol, veh/h 960 1261 540 303
Approach Delay, s/veh 23.7 19.7 50.1 56.0
Approach LOS C B D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.1 60.9 17.0 26.0 8.7 68.3 16.0 27.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 21.5 36.5 22.5 21.5 10.5 47.5 21.5 22.5 Max Q Clear Time (g_c+I1), s 11.5 15.7 12.3 11.7 5.2 12.6 11.3 10.4 Green Ext Time (p_c), s 0.2 5.3 0.3 0.5 0.0 7.0 0.2 1.5 Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C

3.2-34
7-461
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 93 479 129 40 501 92 179 258 37 23 188 122 Future Volume (vph) 93 479 129 40 501 92 179 258 37 23 188 122 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 175 215 185 0 125 125 135 135
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 50 50
Link Distance (ft) 918 366 1131 331
Travel Time (s) 20.9 8.3 15.4 4.5
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 Perm Prot NA Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 52216 38874
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 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 21.0 50.0 50.0 13.0 42.0 31.0 45.0 45.0 12.0 26.0 Total Split (%) 17.5% 41.7% 41.7% 10.8% 35.0% 25.8% 37.5% 37.5% 10.0% 21.7% Maximum Green (s) 16.5 45.5 45.5 8.5 37.5 26.5 40.5 40.5 7.5 21.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Da Vall Dr. & Dinah Shore Dr.

3.2-35
7-462
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 93 479 129 40 501 92 179 258 37 23 188 122 Future Volume (veh/h) 93 479 129 40 501 92 179 258 37 23 188 122 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 504 136 42 527 97 188 272 39 24 198 128 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 123 1628 726 56 1261 231 219 1199 535 41 502 309 Arrive On Green 0.07 0.46 0.46 0.03 0.42 0.42 0.12 0.34 0.34 0.02 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 2999 550 1781 3554 1585 1781 2112 1301 Grp Volume(v), veh/h 98 504 136 42 311 313 188 272 39 24 165 161 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1771 1781 1777 1585 1781 1777 1636 Q Serve(g_s), s 6.5 10.7 6.1 2.8 14.8 14.9 12.4 6.6 2.0 1.6 9.4 10.0 Cycle Q Clear(g_c), s 6.5 10.7 6.1 2.8 14.8 14.9 12.4 6.6 2.0 1.6 9.4 10.0 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 0.80
Lane Grp Cap(c), veh/h 123 1628 726 56 747 745 219 1199 535 41 422 389 V/C Ratio(X) 0.80 0.31 0.19 0.75 0.42 0.42 0.86 0.23 0.07 0.59 0.39 0.41 Avail Cap(c_a), veh/h 245 1628 726 126 747 745 393 1199 535 111 422 389 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.0 20.5 19.3 57.7 24.4 24.5 51.6 28.5 27.0 58.1 38.5 38.7 Incr Delay (d2), s/veh 11.0 0.5 0.6 18.1 1.7 1.7 9.4 0.4 0.3 12.7 2.7 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 4.6 2.2 1.5 6.6 6.6 5.9 2.8 0.8 0.8 4.2 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.0 21.0 19.8 75.7 26.1 26.2 61.0 29.0 27.3 70.7 41.2 41.9 LnGrp LOS E C B E C C E C C E D D
Approach Vol, veh/h 738 666 499 350
Approach Delay, s/veh 26.8 29.3 40.9 43.5
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 59.5 19.3 33.0 12.8 55.0 7.3 45.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 45.5 26.5 21.5 16.5 37.5 7.5 40.5 Max Q Clear Time (g_c+I1), s 4.8 12.7 14.4 12.0 8.5 16.9 3.6 8.6 Green Ext Time (p_c), s 0.0 4.2 0.4 1.1 0.1 3.9 0.0 1.7 Intersection Summary
HCM 6th Ctrl Delay 33.3
HCM 6th LOS C

3.2-36
7-463
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 22 112 31 111 140 18
Future Volume (vph) 22 112 31 111 140 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 25 25 25
Link Distance (ft) 445 524 1443
Travel Time (s) 12.1 14.3 39.4
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-37
7-464
HCM 6th TWSC Existing (2023) PM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 112 31 111 140 18
Future Vol, veh/h 22 112 31 111 140 18
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 44 224 62 222 280 36

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 644 298 316 0 - 0
Stage 1 298 -----
Stage 2 346 -----
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 437 741 1244 - - -
Stage 1 753 -----
Stage 2 716 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 415 741 1244 - - -
Mov Cap-2 Maneuver 516 -----
Stage 1 715 -----
Stage 2 716 -----

Approach EB NB SB
HCM Control Delay, s 13.5 1.8 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1244 - 691 - -
HCM Lane V/C Ratio 0.05 - 0.388 - -
HCM Control Delay (s) 8 - 13.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 1.8 - -

3.2-38
7-465
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 53 936 986 89 124 128
Future Volume (vph) 53 936 986 89 124 128
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 205 200 200
Storage Lanes 2 1 1 1
Taper Length (ft) 110 60
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 40
Link Distance (ft) 647 2660 288
Travel Time (s) 8.0 33.0 4.9
Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78
Shared Lane Traffic (%) 38%
Turn Type Prot NA NA pm+ov Prot Perm
Protected Phases 52644
Permitted Phases 6 4
Detector Phase 526444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 9.5 37.5 28.0 22.5 22.5 22.5
Total Split (%) 15.8% 62.5% 46.7% 37.5% 37.5% 37.5%
Maximum Green (s) 5.0 33.0 23.5 18.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 55555
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 5: Ramon Rd. & Rattler Rd.

3.2-39
7-466
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 53 936 986 89 124 128
Future Volume (veh/h) 53 936 986 89 124 128
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 68 1200 1264 114 212 108
Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78
Percent Heavy Veh, % 222222
Cap, veh/h 195 2808 2137 1139 1069 476
Arrive On Green 0.11 1.00 0.14 0.14 0.30 0.30
Sat Flow, veh/h 3456 5274 5274 1585 3563 1585
Grp Volume(v), veh/h 68 1200 1264 114 212 108
Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1585
Q Serve(g_s), s 1.1 0.0 13.9 1.8 2.7 3.1
Cycle Q Clear(g_c), s 1.1 0.0 13.9 1.8 2.7 3.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 195 2808 2137 1139 1069 476
V/C Ratio(X) 0.35 0.43 0.59 0.10 0.20 0.23
Avail Cap(c_a), veh/h 288 2808 2137 1139 1069 476
HCM Platoon Ratio 2.00 2.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.90 0.90 1.00 1.00
Uniform Delay (d), s/veh 25.6 0.0 21.0 3.9 15.6 15.8
Incr Delay (d2), s/veh 1.1 0.5 1.1 0.2 0.4 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.1 5.8 1.1 1.0 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 0.5 22.1 4.1 16.0 16.9
LnGrp LOS C A C A B B
Approach Vol, veh/h 1268 1378 320
Approach Delay, s/veh 1.9 20.6 16.3
Approach LOS A C B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.5 22.5 7.9 29.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 5.0 23.5
Max Q Clear Time (g_c+I1), s 2.0 5.1 3.1 15.9
Green Ext Time (p_c), s 8.7 0.9 0.0 4.5
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-40
7-467
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1 1022 31 42 1028 51 69
Future Volume (vph) 1 1022 31 42 1028 51 69
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 200 255 125 0
Storage Lanes 1 1 1 1 1
Taper Length (ft) 90 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 50
Link Distance (ft) 2660 3172 1424
Travel Time (s) 33.0 39.3 19.4
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84
Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot Perm
Protected Phases 5 2 1 6 8
Permitted Phases 2 8
Detector Phase 5221688
Switch Phase
Minimum Initial (s) 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
Total Split (s) 9.5 27.1 27.1 10.4 28.0 22.5 22.5
Total Split (%) 15.8% 45.2% 45.2% 17.3% 46.7% 37.5% 37.5% Maximum Green (s) 5.0 22.6 22.6 5.9 23.5 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max None C-Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 6: Los Alamos Rd. & Ramon Rd.

3.2-41
7-468
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1 1022 31 42 1028 51 69
Future Volume (veh/h) 1 1022 31 42 1028 51 69
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1217 37 50 1224 61 82
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Percent Heavy Veh, % 222222
Cap, veh/h 2185 678 84 2808 1037 476
Arrive On Green 0.14 0.14 0.05 0.55 0.30 0.30
Sat Flow, veh/h 5274 1585 1781 5274 3456 1585
Grp Volume(v), veh/h 1217 37 50 1224 61 82
Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585
Q Serve(g_s), s 13.3 1.2 1.7 8.5 0.8 2.3
Cycle Q Clear(g_c), s 13.3 1.2 1.7 8.5 0.8 2.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2185 678 84 2808 1037 476
V/C Ratio(X) 0.56 0.05 0.60 0.44 0.06 0.17
Avail Cap(c_a), veh/h 2185 678 175 2808 1037 476
HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.92 0.92 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.5 15.3 28.0 8.0 15.0 15.5
Incr Delay (d2), s/veh 0.9 0.1 6.6 0.5 0.1 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.5 0.3 0.8 2.0 0.3 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 15.4 34.6 8.5 15.1 16.3
LnGrp LOS C B C A B B
Approach Vol, veh/h 1254 1274 143
Approach Delay, s/veh 21.2 9.5 15.8
Approach LOS C A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.3 30.2 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.9 22.6 23.5 18.0
Max Q Clear Time (g_c+I1), s 3.7 15.3 10.5 4.3
Green Ext Time (p_c), s 0.0 4.1 6.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

3.2-42
7-469
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 496 1 107 519 274 0 0 192 266 Future Volume (vph) 0 0 0 496 1 107 519 274 0 0 192 266 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 430 210 0 0 205
Storage Lanes 0 0 1 1 1 0 0 2
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 581 1228 688 840
Travel Time (s) 11.3 23.9 10.4 12.7
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 (%) 50%
Turn Type Split NA Free Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5
Total Split (s) 22.5 22.5 15.0 37.5 22.5 22.5
Total Split (%) 37.5% 37.5% 25.0% 62.5% 37.5% 37.5%
Maximum Green (s) 18.0 18.0 10.5 33.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
Pedestrian Calls (#/hr) 55
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 7: Bob Hope Dr. & I-10 NB Ramps

3.2-43
7-470
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 496 1 107 519 274 0 0 192 266 Future Volume (veh/h) 0 0 0 496 1 107 519 274 0 0 192 266 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 546 0 0 570 301 0 0 211 292
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222220022
Cap, veh/h 710 0 605 2312 0 0 2045 635
Arrive On Green 0.20 0.00 0.00 0.29 1.00 0.00 0.00 0.40 0.40 Sat Flow, veh/h 3563 0 1585 3456 3647 0 0 5274 1585
Grp Volume(v), veh/h 546 0 0 570 301 0 0 211 292
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1777 0 0 1702 1585 Q Serve(g_s), s 8.7 0.0 0.0 9.7 0.0 0.0 0.0 1.6 8.1
Cycle Q Clear(g_c), s 8.7 0.0 0.0 9.7 0.0 0.0 0.0 1.6 8.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 710 0 605 2312 0 0 2045 635
V/C Ratio(X) 0.77 0.00 0.94 0.13 0.00 0.00 0.10 0.46
Avail Cap(c_a), veh/h 1069 0 605 2312 0 0 2045 635
HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.95 0.95 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 0.0 0.0 20.9 0.0 0.0 0.0 11.2 13.2 Incr Delay (d2), s/veh 1.9 0.0 0.0 22.5 0.1 0.0 0.0 0.1 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 0.0 4.8 0.0 0.0 0.0 0.5 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.6 0.0 0.0 43.5 0.1 0.0 0.0 11.3 15.6 LnGrp LOS C A D AAABB
Approach Vol, veh/h 546 871 503
Approach Delay, s/veh 24.6 28.5 13.8
Approach LOS C C B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 43.5 15.0 28.5 16.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 10.5 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.0 11.7 10.1 10.7
Green Ext Time (p_c), s 1.8 0.0 1.4 1.3
Intersection Summary
HCM 6th Ctrl Delay 23.6
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

3.2-44
7-471
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 145 2 269 0000 6 4 8 9 4 1 0 3 5 8 50 Future Volume (vph) 145 2 269 0000 6 4 8 9 4 1 0 3 5 8 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 490 135 0 0 0 195 225 0
Storage Lanes 1 1 0 0 0 1 1 0
Taper Length (ft) 200 90 90 110
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 1337 718 776 688
Travel Time (s) 26.0 14.0 11.8 10.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) 10% 47% 10%
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4 2
Detector Phase 4 4 4 2216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 9.5 22.5
Total Split (s) 24.0 24.0 24.0 25.0 25.0 11.0 36.0
Total Split (%) 40.0% 40.0% 40.0% 41.7% 41.7% 18.3% 60.0% Maximum Green (s) 19.5 19.5 19.5 20.5 20.5 6.5 31.5
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 8: Bob Hope Dr. & I-10 SB Ramps

3.2-45
7-472
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 145 2 269 0000 6 4 8 9 4 1 0 3 5 8 50 Future Volume (veh/h) 145 2 269 0000 6 4 8 9 4 1 0 3 5 8 50 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 108 0 357 0 720 104 114 650 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 289 0 514 0 3041 859 245 2444 0
Arrive On Green 0.16 0.00 0.16 0.00 0.54 0.54 0.14 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5611 1585 3456 3647 0
Grp Volume(v), veh/h 108 0 357 0 720 104 114 650 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1870 1585 1728 1777 0 Q Serve(g_s), s 3.2 0.0 6.4 0.0 4.0 1.9 1.8 0.0 0.0
Cycle Q Clear(g_c), s 3.2 0.0 6.4 0.0 4.0 1.9 1.8 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 289 0 514 0 3041 859 245 2444 0
V/C Ratio(X) 0.37 0.00 0.69 0.00 0.24 0.12 0.47 0.27 0.00 Avail Cap(c_a), veh/h 579 0 1030 0 3041 859 374 2444 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.91 0.91 0.00 Uniform Delay (d), s/veh 22.4 0.0 23.7 0.0 7.2 6.7 24.7 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 1.7 0.0 0.2 0.3 1.3 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 2.3 0.0 1.2 0.5 0.7 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.2 0.0 25.4 0.0 7.4 7.0 26.0 0.2 0.0 LnGrp LOS C A C A A A C A A
Approach Vol, veh/h 465 824 764
Approach Delay, s/veh 24.9 7.4 4.1
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.8 37.0 14.2 45.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 20.5 19.5 31.5
Max Q Clear Time (g_c+I1), s 3.8 6.0 8.4 2.0
Green Ext Time (p_c), s 0.1 4.2 1.4 4.3
Intersection Summary
HCM 6th Ctrl Delay 10.1
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

3.2-46
7-473
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 66 850 175 76 320 19 275 657 250 63 316 475 Future Volume (vph) 66 850 175 76 320 19 275 657 250 63 316 475 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 280 470 240 180 205 280 215 225
Storage Lanes 2 0 2 1 2 1 2 1
Taper Length (ft) 90 120 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 45 45
Link Distance (ft) 676 1191 1119 476
Travel Time (s) 8.4 14.8 17.0 7.2
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Turn Type Prot NA Free Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 3 8 523167
Permitted Phases Free 8 2 6
Detector Phase 7 4 388523167
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 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 42.0 51.0 18.0 27.0 27.0 23.0 40.8 18.0 10.2 28.0 42.0 Total Split (%) 35.0% 42.5% 15.0% 22.5% 22.5% 19.2% 34.0% 15.0% 8.5% 23.3% 35.0% Maximum Green (s) 37.5 46.5 13.5 22.5 22.5 18.5 36.3 13.5 5.7 23.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40.1 (33%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 9: Bob Hope Dr. & Ramon Rd.

3.2-47
7-474
HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 66 850 175 76 320 19 275 657 250 63 316 475 Future Volume (veh/h) 66 850 175 76 320 19 275 657 250 63 316 475 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 71 914 0 82 344 20 296 706 269 68 340 511 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 130 1066 135 1071 478 363 2418 812 129 2073 703 Arrive On Green 0.04 0.30 0.00 0.04 0.30 0.30 0.10 0.47 0.47 0.04 0.41 0.41 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 71 914 0 82 344 20 296 706 269 68 340 511 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 2.4 29.1 0.0 2.8 9.0 1.1 10.1 10.1 12.0 2.3 5.1 31.8 Cycle Q Clear(g_c), s 2.4 29.1 0.0 2.8 9.0 1.1 10.1 10.1 12.0 2.3 5.1 31.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 1066 135 1071 478 363 2418 812 129 2073 703 V/C Ratio(X) 0.54 0.86 0.61 0.32 0.04 0.82 0.29 0.33 0.53 0.16 0.73 Avail Cap(c_a), veh/h 1080 1377 389 1071 478 533 2418 812 164 2073 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.7 39.6 0.0 56.8 32.4 29.7 52.6 19.3 17.2 56.7 22.7 27.4 Incr Delay (d2), s/veh 3.5 4.5 0.0 4.4 0.2 0.0 6.2 0.3 1.1 3.3 0.2 6.5 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 1.1 12.5 0.0 1.3 3.7 0.4 4.6 3.9 4.2 1.0 2.0 12.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.2 44.0 0.0 61.2 32.6 29.7 58.8 19.6 18.3 60.0 22.8 33.9 LnGrp LOS E D E C C EBBECC
Approach Vol, veh/h 985 446 1271 919
Approach Delay, s/veh 45.2 37.7 28.4 31.7
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 61.3 9.2 40.5 17.1 53.2 9.0 40.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.7 36.3 13.5 46.5 18.5 23.5 37.5 22.5 Max Q Clear Time (g_c+I1), s 4.3 14.0 4.8 31.1 12.1 33.8 4.4 11.0 Green Ext Time (p_c), s 0.0 5.5 0.1 4.9 0.5 0.0 0.2 1.4 Intersection Summary
HCM 6th Ctrl Delay 35.0
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

3.2-48
7-475
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 142 252 0
Future Volume (vph) 0 0 0 142 252 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 30 40 40
Link Distance (ft) 281 470 524
Travel Time (s) 6.4 8.0 8.9
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

3.2-49
7-476
HCM 6th TWSC Existing (2023) PM Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 142 252 0
Future Vol, veh/h 0 0 0 142 252 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
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 0 0 154 274 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 428 274 274 0 - 0
Stage 1 274 -----
Stage 2 154 -----
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 584 765 1289 - - -
Stage 1 772 -----
Stage 2 874 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 584 765 1289 - - -
Mov Cap-2 Maneuver 637 -----
Stage 1 772 -----
Stage 2 874 -----

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

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1289 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----

3.2-50
7-477
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 142 252 0
Future Volume (vph) 0 0 0 142 252 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 25 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 10
Link Speed (mph) 30 40 40
Link Distance (ft) 281 82 470
Travel Time (s) 6.4 1.4 8.0
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

3.2-51
7-478
HCM 6th TWSC Existing (2023) PM Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 142 252 0
Future Vol, veh/h 0 0 0 142 252 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 25 - - -
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 0 0 154 274 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 428 274 274 0 - 0
Stage 1 274 -----
Stage 2 154 -----
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 584 765 1289 - - -
Stage 1 772 -----
Stage 2 874 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 584 765 1289 - - -
Mov Cap-2 Maneuver 637 -----
Stage 1 772 -----
Stage 2 874 -----

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

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1289 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 ----

3.2-52
7-479
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
12: Ramon Rd. & Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 989 1114 0 0 0
Future Volume (vph) 0 989 1114 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 650 647 292
Travel Time (s) 8.1 8.0 6.6
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

3.2-53
7-480
HCM 6th TWSC Existing (2023) PM Peak Hour
12: Ramon Rd. & Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 989 1114 0 0 0
Future Vol, veh/h 0 989 1114 0 0 0
Conflicting Peds, #/hr 0 00000
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 0 1075 1211 0 0 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 606
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 7.14
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.92
Pot Cap-1 Maneuver 0 - - - 0 377
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 3 7 7
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

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

HCM LOS A

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) ----
HCM Lane V/C Ratio ----
HCM Control Delay (s) - - - 0
HCM Lane LOS - - - A
HCM 95th %tile Q(veh) ----

3.2-54
7-481
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
13: Ramon Rd. & Access 4
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 989 1114 0 0 0
Future Volume (vph) 0 989 1114 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft) 60 90
Link Speed (mph) 55 55 30
Link Distance (ft) 1330 650 268
Travel Time (s) 16.5 8.1 6.1
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

3.2-55
7-482
HCM 6th TWSC Existing (2023) PM Peak Hour
13: Ramon Rd. & Access 4
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 989 1114 0 0 0
Future Vol, veh/h 0 989 1114 0 0 0
Conflicting Peds, #/hr 0 00000
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 1075 1211 0 0 0

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1211 0 - 0 - 606
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 5.34 ---- 7.14
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 3.12 ---- 3.92
Pot Cap-1 Maneuver 309 - - - 0 377
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 309 ---- 3 7 7
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

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

HCM LOS A

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 309 ----
HCM Lane V/C Ratio -----
HCM Control Delay (s) 0 - - - 0
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 ----

3.2-56
7-483
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 44 31 0 133 127 0
Future Volume (vph) 44 31 0 133 127 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 1 0 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 354 1443 236
Travel Time (s) 9.7 39.4 6.4
Peak Hour Factor 0.51 0.51 0.51 0.51 0.51 0.51
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-57
7-484
HCM 6th TWSC Existing (2023) PM Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 44 31 0 133 127 0
Future Vol, veh/h 44 31 0 133 127 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 51 51 51 51 51 51
Heavy Vehicles, % 2 22222
Mvmt Flow 86 61 0 261 249 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 510 249 - 0 - 0
Stage 1 249 -----
Stage 2 261 -----
Critical Hdwy 6.42 6.22 ----
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 ----
Pot Cap-1 Maneuver 523 790 0 - - 0
Stage 1 792 - 0 - - 0
Stage 2 783 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 523 790 ----
Mov Cap-2 Maneuver 598 -----
Stage 1 792 -----
Stage 2 783 -----

Approach EB NB SB
HCM Control Delay, s 11.1 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 598 790 -
HCM Lane V/C Ratio - 0.144 0.077 -
HCM Control Delay (s) - 12 9.9 -
HCM Lane LOS - B A -
HCM 95th %tile Q(veh) - 0.5 0.2 -

3.2-58
7-485
Lanes, Volumes, Timings Existing (2023) PM Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 31 36 62 115 91 45
Future Volume (vph) 31 36 62 115 91 45
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 334 236 360
Travel Time (s) 9.1 6.4 9.8
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-59
7-486
HCM 6th TWSC Existing (2023) PM Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 3.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 36 62 115 91 45
Future Vol, veh/h 31 36 62 115 91 45
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 62 72 124 230 182 90

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 705 227 272 0 - 0
Stage 1 227 -----
Stage 2 478 -----
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 403 812 1291 - - -
Stage 1 811 -----
Stage 2 624 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 364 812 1291 - - -
Mov Cap-2 Maneuver 364 -----
Stage 1 733 -----
Stage 2 624 -----

Approach EB NB SB
HCM Control Delay, s 14.4 2.8 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1291 - 517 - -
HCM Lane V/C Ratio 0.096 - 0.259 - -
HCM Control Delay (s) 8.1 - 14.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.3 - 1 - -

3.2-60
7-487
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
APPENDIX 3.3: TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS

7-488
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
This Page Intentionally Left Blank
7-489
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
EXISTING (2023)

3.3-1
7-490
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
This Page Intentionally Left Blank

3.3-2
7-491
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EXISTING (2023) AM PEAK HOUR WARRANTS Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 779 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 286 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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
779
286
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\_15200\15284\02_LOS\Signal Warrants\01 - Existing\04U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-3
7-492
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EXISTING (2023) PM PEAK HOUR WARRANTS Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 300 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 134 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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\_15200\15284\02_LOS\Signal Warrants\01 - Existing\04U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-4
7-493
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EXISTING (2023) AM PEAK HOUR WARRANTS Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 709 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 94 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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 SATISFIED709
94 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\_15200\15284\02_LOS\Signal Warrants\01 - Existing\15U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-5
7-494
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EXISTING (2023) PM PEAK HOUR WARRANTS Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 313 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 67 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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\_15200\15284\02_LOS\Signal Warrants\01 - Existing\15U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-6
7-495
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
EAP (2025)

3.3-7
7-496
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
This Page Intentionally Left Blank

3.3-8
7-497
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAP (2025) AM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 821 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 298 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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

WARRANTED FOR A SIGNAL
821
298
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\_15200\15284\02_LOS\Signal Warrants\02 - EAP\04U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-9
7-498
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAP (2025) PM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 333 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 140 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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\_15200\15284\02_LOS\Signal Warrants\02 - EAP\04U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-10
7-499
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAP (2025) AM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 749 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 98 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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
749
98 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\_15200\15284\02_LOS\Signal Warrants\02 - EAP\15U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-11
7-500
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAP (2025) PM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 348 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 69 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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\_15200\15284\02_LOS\Signal Warrants\02 - EAP\15U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-12
7-501
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 Rancho Mirage CHK DATE
Major Street: Rattler Rd. Critical Approach Speed (Major) 35 mph Minor Street: Access 1 Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 4,341 vpd Minor Street Future ADT = 781 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 4,341 1 781 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 4,341 1 781 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
33% 36%
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
EAP 2025
JC 06/28/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Signal Warrants\15284-Daily.xlsx\EAP_10

3.3-13
7-502
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 Rancho Mirage CHK DATE
Major Street: Rattler Rd. Critical Approach Speed (Major) 35 mph Minor Street: Access 2 Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 5,716 vpd Minor Street Future ADT = 876 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 5,716 1 876 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 5,716 1 876 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
37% 48%
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 sign al.

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
EAP 2025
JC 06/28/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Signal Warrants\15284-Daily.xlsx\EAP_11

3.3-14
7-503
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
EAPC (2025)

3.3-15
7-504
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
This Page Intentionally Left Blank

3.3-16
7-505
California MUTCD 2016 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 = Rattler Rd. Total of Both Approaches (VPH) = 853 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 298 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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

WARRANTED FOR A SIGNAL
853
298
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\_15200\15284\02_LOS\Signal Warrants\04 - EAPC\04U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-17
7-506
California MUTCD 2016 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 = Rattler Rd. Total of Both Approaches (VPH) = 381 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 140 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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\_15200\15284\02_LOS\Signal Warrants\04 - EAPC\04U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-18
7-507
California MUTCD 2016 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 = Rattler Rd. Total of Both Approaches (VPH) = 781 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 98 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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
781
98 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\_15200\15284\02_LOS\Signal Warrants\04 - EAPC\15U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-19
7-508
California MUTCD 2016 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 = Rattler Rd. Total of Both Approaches (VPH) = 396 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 69 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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\_15200\15284\02_LOS\Signal Warrants\04 - EAPC\15U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-20
7-509
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 Rancho Mirage CHK DATE
Major Street: Rattler Rd. Critical Approach Speed (Major) 35 mph Minor Street: Access 1 Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 4,860 vpd Minor Street Future ADT = 781 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 4,860 1 781 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 4,860 1 781 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
33% 41%
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 sign al.

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 2025
JC 06/28/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Signal Warrants\15284-Daily.xlsx\EAPC_02

3.3-21
7-510
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 Rancho Mirage CHK DATE
Major Street: Rattler Rd. Critical Approach Speed (Major) 35 mph Minor Street: Access 2 Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 6,235 vpd Minor Street Future ADT = 876 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 6,235 1 876 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 6,235 1 876 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
37% 52%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

XX ADT
EAPC 2025
JC 06/28/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control sign al.

Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Signal Warrants\15284-Daily.xlsx\EAPC_04

3.3-22
7-511
Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
2040 WITHOUT PROJECT

3.3-23
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Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
This Page Intentionally Left Blank

3.3-24
7-513
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2040NP AM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 944 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 315 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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

WARRANTED FOR A SIGNAL
944
315
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\_15200\15284\02_LOS\Signal Warrants\05 - 2040NP\04U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-25
7-514
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2040NP PM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 458 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 147 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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
458
147
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\_15200\15284\02_LOS\Signal Warrants\05 - 2040NP\04U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-26
7-515
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2040NP AM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 867 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 103 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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
867
103
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\_15200\15284\02_LOS\Signal Warrants\05 - 2040NP\15U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-27
7-516
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2040NP PM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 472 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 74 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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
472
74 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\_15200\15284\02_LOS\Signal Warrants\05 - 2040NP\15U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-28
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Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
2040 WITH PROJECT

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Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
This Page Intentionally Left Blank

3.3-30
7-519
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = AM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 955 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 315 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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

WARRANTED FOR A SIGNAL
955
315
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\_15200\15284\02_LOS\Signal Warrants\06 - 2040WP\04U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-31
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California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = PM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 479 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 1 High Volume Approach (VPH) = 147 Number of Approach Lanes On Minor Street = 1
Intersection ID: #4
*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
479
147
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\_15200\15284\02_LOS\Signal Warrants\06 - 2040WP\04U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-32
7-521
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = AM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 878 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 103 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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
878
103
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\_15200\15284\02_LOS\Signal Warrants\06 - 2040WP\15U_AM.xls\Fig 4C-3 (Urban Peak)

3.3-33
7-522
California MUTCD 2016 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = PM PEAK HOUR WARRANTS
Major Street Name = Rattler Rd. Total of Both Approaches (VPH) = 493 Number of Approach Lanes on Major Street = 1
Minor Street Name = School Access 3 High Volume Approach (VPH) = 74 Number of Approach Lanes On Minor Street = 1
Intersection ID: #15
*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
493
74 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\_15200\15284\02_LOS\Signal Warrants\06 - 2040WP\15U_PM.xls\Fig 4C-3 (Urban Peak)

3.3-34
7-523
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 Rancho Mirage CHK DATE
Major Street: Rattler Rd. Critical Approach Speed (Major) 35 mph Minor Street: Access 1 Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 7,459 vpd Minor Street Future ADT = 781 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 7,459 1 781 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 7,459 1 781 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
33% 62%
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 sign al.

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
2045 WP
JC 06/28/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Signal Warrants\15284-Daily.xlsx\2040WP_10

3.3-35
7-524
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 Rancho Mirage CHK DATE
Major Street: Rattler Rd. Critical Approach Speed (Major) 35 mph Minor Street: Access 2 Critical Approach Speed (Minor) 35 mph Major Street Approach Lanes = 1 lane Minor Street Approach Lanes 1 lane Major Street Future ADT = 8,834 vpd Minor Street Future ADT = 876 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 8,834 1 876 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 8,834 1 876 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
37% 73%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

XX ADT
2045 WP
JC 06/28/23

URBAN (U)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
CONDITION A - Minimum Vehicular Volume Vehicles Per Day Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day Vehicles Per Day on Higher-Volume
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
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
F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Signal Warrants\15284-Daily.xlsx\2040WP_11

3.3-36
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Catana Specific Plan Traffic Analysis

15284-03 TA Report.docx
APPENDIX 5.1: EAP (2025) INTERSECTION OPERATIONS ANALYSIS

WORKSHEETS

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Catana Specific Plan Traffic Analysis

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7-527
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 151 681 89 150 817 95 144 401 97 167 664 186 Future Volume (vph) 151 681 89 150 817 95 144 401 97 167 664 186 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 345 0 225 0 215 85 180 120
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1038 5274 701 1076
Travel Time (s) 14.2 71.9 10.6 16.3
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 Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 84
Detector Phase 5 2 1 6 388744
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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 26.0 40.0 25.0 39.0 15.0 28.0 28.0 27.0 40.0 40.0 Total Split (%) 21.7% 33.3% 20.8% 32.5% 12.5% 23.3% 23.3% 22.5% 33.3% 33.3% Maximum Green (s) 21.5 35.5 20.5 34.5 10.5 23.5 23.5 22.5 35.5 35.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max None Max Max None Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 57 (48%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 1: Date Palm Dr. & Ramon Rd.

5.1-1
7-528
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 151 681 89 150 817 95 144 401 97 167 664 186 Future Volume (veh/h) 151 681 89 150 817 95 144 401 97 167 664 186 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 166 748 98 165 898 104 158 441 107 184 730 204 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 196 1750 227 194 1773 205 215 846 375 214 1051 467 Arrive On Green 0.11 0.38 0.38 0.11 0.38 0.38 0.06 0.24 0.24 0.12 0.30 0.30 Sat Flow, veh/h 1781 4571 594 1781 4640 535 3456 3554 1575 1781 3554 1577 Grp Volume(v), veh/h 166 556 290 165 658 344 158 441 107 184 730 204 Grp Sat Flow(s),veh/h/ln 1781 1702 1761 1781 1702 1772 1728 1777 1575 1781 1777 1577 Q Serve(g_s), s 11.0 14.4 14.6 10.9 17.8 17.9 5.4 13.0 6.7 12.2 21.8 12.6 Cycle Q Clear(g_c), s 11.0 14.4 14.6 10.9 17.8 17.9 5.4 13.0 6.7 12.2 21.8 12.6 Prop In Lane 1.00 0.34 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 196 1303 674 194 1301 677 215 846 375 214 1051 467 V/C Ratio(X) 0.85 0.43 0.43 0.85 0.51 0.51 0.73 0.52 0.29 0.86 0.69 0.44 Avail Cap(c_a), veh/h 319 1303 674 304 1301 677 302 846 375 334 1051 467 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 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.4 27.3 27.4 52.5 28.4 28.4 55.3 39.8 37.4 51.8 37.4 34.2 Incr Delay (d2), s/veh 11.0 1.0 2.0 11.5 1.3 2.5 5.5 2.3 1.9 12.7 3.8 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 5.3 5.8 6.2 5.3 7.1 7.7 2.5 5.8 2.7 6.0 9.7 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.5 28.3 29.4 64.0 29.7 30.9 60.8 42.1 39.3 64.5 41.2 37.1 LnGrp LOS E C C E C C E D D E D D
Approach Vol, veh/h 1012 1167 706 1118
Approach Delay, s/veh 34.4 34.9 45.8 44.3
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.6 50.4 12.0 40.0 17.7 50.3 18.9 33.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 20.5 35.5 10.5 35.5 21.5 34.5 22.5 23.5 Max Q Clear Time (g_c+I1), s 12.9 16.6 7.4 23.8 13.0 19.9 14.2 15.0 Green Ext Time (p_c), s 0.2 4.7 0.1 4.1 0.2 5.1 0.3 1.9 Intersection Summary
HCM 6th Ctrl Delay 39.3
HCM 6th LOS D

5.1-2
7-529
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 33 781 103 242 873 131 65 120 133 222 258 26 Future Volume (vph) 33 781 103 242 873 131 65 120 133 222 258 26 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 180 215 120 215 200 0
Storage Lanes 1 0 1 1 1 1 0 0
Taper Length (ft) 90 90 105 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 55 50 45
Link Distance (ft) 5274 1330 1673 1048
Travel Time (s) 71.9 16.5 22.8 15.9
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 6 8
Detector Phase 5 2 16638874
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 9.5 22.5 22.5 9.5 22.5 Total Split (s) 11.4 35.4 32.0 56.0 56.0 15.0 22.6 22.6 30.0 37.6 Total Split (%) 9.5% 29.5% 26.7% 46.7% 46.7% 12.5% 18.8% 18.8% 25.0% 31.3% Maximum Green (s) 6.9 30.9 27.5 51.5 51.5 10.5 18.1 18.1 25.5 33.1 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
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 Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 2: Da Vall Dr. & Ramon Rd.

5.1-3
7-530
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 33 781 103 242 873 131 65 120 133 222 258 26 Future Volume (veh/h) 33 781 103 242 873 131 65 120 133 222 258 26 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 868 114 269 970 146 72 133 148 247 287 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 53 1632 213 294 2517 781 92 611 272 277 461 47 Arrive On Green 0.03 0.36 0.36 0.33 0.99 0.99 0.05 0.17 0.17 0.16 0.28 0.28 Sat Flow, veh/h 1781 4569 597 1781 5106 1585 1781 3554 1585 1781 1671 169 Grp Volume(v), veh/h 37 646 336 269 970 146 72 133 148 247 0 316 Grp Sat Flow(s),veh/h/ln 1781 1702 1763 1781 1702 1585 1781 1777 1585 1781 0 1840 Q Serve(g_s), s 2.5 18.1 18.2 17.4 0.5 0.2 4.8 3.9 10.2 16.3 0.0 18.0 Cycle Q Clear(g_c), s 2.5 18.1 18.2 17.4 0.5 0.2 4.8 3.9 10.2 16.3 0.0 18.0 Prop In Lane 1.00 0.34 1.00 1.00 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 53 1216 630 294 2517 781 92 611 272 277 0 508 V/C Ratio(X) 0.70 0.53 0.53 0.91 0.39 0.19 0.78 0.22 0.54 0.89 0.00 0.62 Avail Cap(c_a), veh/h 102 1216 630 408 2517 781 156 611 272 379 0 508 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) 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.7 30.6 30.6 39.3 0.4 0.4 56.2 42.8 45.4 49.6 0.0 38.0 Incr Delay (d2), s/veh 13.5 1.4 2.8 19.9 0.4 0.5 13.3 0.8 7.6 17.6 0.0 5.7 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 1.3 7.3 7.8 7.5 0.2 0.2 2.4 1.7 4.5 8.4 0.0 8.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.2 32.0 33.4 59.2 0.9 1.0 69.5 43.6 53.0 67.3 0.0 43.7 LnGrp LOS E C C EAAEDDEAD
Approach Vol, veh/h 1019 1385 353 563
Approach Delay, s/veh 33.9 12.2 52.8 54.0
Approach LOS C B D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 24.3 47.4 10.7 37.6 8.0 63.6 23.2 25.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 27.5 30.9 10.5 33.1 6.9 51.5 25.5 18.1 Max Q Clear Time (g_c+I1), s 19.4 20.2 6.8 20.0 4.5 2.5 18.3 12.2 Green Ext Time (p_c), s 0.5 4.2 0.0 1.3 0.0 7.6 0.4 0.6 Intersection Summary
HCM 6th Ctrl Delay 30.3
HCM 6th LOS C

5.1-4
7-531
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 107 449 198 50 360 35 130 173 61 59 329 223 Future Volume (vph) 107 449 198 50 360 35 130 173 61 59 329 223 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 175 215 185 0 125 125 135 135
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 50 50
Link Distance (ft) 918 366 1131 331
Travel Time (s) 20.9 8.3 15.4 4.5
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 52216 38874
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 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 23.0 41.0 41.0 16.0 34.0 26.0 46.0 46.0 17.0 37.0 Total Split (%) 19.2% 34.2% 34.2% 13.3% 28.3% 21.7% 38.3% 38.3% 14.2% 30.8% Maximum Green (s) 18.5 36.5 36.5 11.5 29.5 21.5 41.5 41.5 12.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 65
Control Type: Actuated-Coordinated
Splits and Phases: 3: Da Vall Dr. & Dinah Shore Dr.

5.1-5
7-532
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 107 449 198 50 360 35 130 173 61 59 329 223 Future Volume (veh/h) 107 449 198 50 360 35 130 173 61 59 329 223 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 114 478 211 53 383 37 138 184 65 63 350 237 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 141 1492 666 69 1243 119 167 1229 548 81 609 405 Arrive On Green 0.08 0.42 0.42 0.04 0.38 0.38 0.09 0.35 0.35 0.05 0.30 0.30 Sat Flow, veh/h 1781 3554 1585 1781 3276 315 1781 3554 1585 1781 2044 1359 Grp Volume(v), veh/h 114 478 211 53 207 213 138 184 65 63 303 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1814 1781 1777 1585 1781 1777 1626 Q Serve(g_s), s 7.6 10.8 10.7 3.5 9.8 9.9 9.1 4.3 3.4 4.2 17.4 17.8 Cycle Q Clear(g_c), s 7.6 10.8 10.7 3.5 9.8 9.9 9.1 4.3 3.4 4.2 17.4 17.8 Prop In Lane 1.00 1.00 1.00 0.17 1.00 1.00 1.00 0.84
Lane Grp Cap(c), veh/h 141 1492 666 69 674 688 167 1229 548 81 529 484 V/C Ratio(X) 0.81 0.32 0.32 0.77 0.31 0.31 0.83 0.15 0.12 0.77 0.57 0.59 Avail Cap(c_a), veh/h 275 1492 666 171 674 688 319 1229 548 186 529 484 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.4 23.3 23.3 57.2 26.2 26.2 53.4 27.1 26.8 56.6 35.7 35.8 Incr Delay (d2), s/veh 10.4 0.6 1.2 16.6 1.2 1.2 9.9 0.3 0.4 14.4 4.5 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 4.7 4.0 1.9 4.4 4.5 4.4 1.8 1.3 2.2 7.8 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.7 23.9 24.5 73.7 27.3 27.4 63.3 27.3 27.2 71.0 40.1 40.9 LnGrp LOS E C C E C C E C C E D D
Approach Vol, veh/h 803 473 387 650
Approach Delay, s/veh 29.9 32.5 40.2 43.5
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.1 54.9 15.7 40.2 14.0 50.0 10.0 46.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 11.5 36.5 21.5 32.5 18.5 29.5 12.5 41.5 Max Q Clear Time (g_c+I1), s 5.5 12.8 11.1 19.8 9.6 11.9 6.2 6.3 Green Ext Time (p_c), s 0.0 4.0 0.2 2.6 0.2 2.3 0.0 1.2 Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D

5.1-6
7-533
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 17 281 317 192 260 52
Future Volume (vph) 17 281 317 192 260 52
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 25 25 25
Link Distance (ft) 445 524 1443
Travel Time (s) 12.1 14.3 39.4
Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-7
7-534
HCM 6th TWSC EAP (2025) AM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 17.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 281 317 192 260 52
Future Vol, veh/h 17 281 317 192 260 52
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 62 62 62 62 62 62
Heavy Vehicles, % 2 22222
Mvmt Flow 27 453 511 310 419 84

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1793 461 503 0 - 0
Stage 1 461 -----
Stage 2 1332 -----
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 89 600 1061 - - -
Stage 1 635 -----
Stage 2 246 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 46 600 1061 - - -
Mov Cap-2 Maneuver 149 -----
Stage 1 329 -----
Stage 2 246 -----

Approach EB NB SB
HCM Control Delay, s 54.5 7.2 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1061 - 512 - -
HCM Lane V/C Ratio 0.482 - 0.939 - -
HCM Control Delay (s) 11.5 - 54.5 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 2.7 - 11.6 - -

5.1-8
7-535
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 255 895 991 285 267 347
Future Volume (vph) 255 895 991 285 267 347
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 205 200 200
Storage Lanes 2 1 1 1
Taper Length (ft) 110 60
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 40
Link Distance (ft) 647 2660 288
Travel Time (s) 8.0 33.0 4.9
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Shared Lane Traffic (%) 44%
Turn Type Prot NA NA pm+ov Prot Perm
Protected Phases 52644
Permitted Phases 6 4
Detector Phase 526444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 13.0 37.5 24.5 22.5 22.5 22.5
Total Split (%) 21.7% 62.5% 40.8% 37.5% 37.5% 37.5%
Maximum Green (s) 8.5 33.0 20.0 18.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 55555
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Ramon Rd. & Rattler Rd.

5.1-9
7-536
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 255 895 991 285 267 347
Future Volume (veh/h) 255 895 991 285 267 347
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 315 1105 1223 352 253 511
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Percent Heavy Veh, % 222222
Cap, veh/h 415 2808 1812 1038 534 951
Arrive On Green 0.24 1.00 0.12 0.12 0.30 0.30
Sat Flow, veh/h 3456 5274 5274 1585 1781 3170
Grp Volume(v), veh/h 315 1105 1223 352 253 511
Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1585
Q Serve(g_s), s 5.1 0.0 13.8 6.8 7.0 8.1
Cycle Q Clear(g_c), s 5.1 0.0 13.8 6.8 7.0 8.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 415 2808 1812 1038 534 951
V/C Ratio(X) 0.76 0.39 0.67 0.34 0.47 0.54
Avail Cap(c_a), veh/h 490 2808 1812 1038 534 951
HCM Platoon Ratio 2.00 2.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.85 0.85 1.00 1.00
Uniform Delay (d), s/veh 22.0 0.0 23.2 6.5 17.1 17.5
Incr Delay (d2), s/veh 5.7 0.4 1.7 0.8 3.0 2.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.9 0.1 5.9 4.9 2.9 7.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.7 0.4 24.9 7.2 20.1 19.7
LnGrp LOS C A C A C B
Approach Vol, veh/h 1420 1575 764
Approach Delay, s/veh 6.5 21.0 19.8
Approach LOS A C B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.5 22.5 11.7 25.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 8.5 20.0
Max Q Clear Time (g_c+I1), s 2.0 10.1 7.1 15.8
Green Ext Time (p_c), s 7.8 1.9 0.2 3.0
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-10
7-537
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1 1069 83 104 1248 36 60
Future Volume (vph) 1 1069 83 104 1248 36 60
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 200 255 125 0
Storage Lanes 1 1 1 1 1
Taper Length (ft) 90 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 50
Link Distance (ft) 2660 3172 1424
Travel Time (s) 33.0 39.3 19.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot Perm
Protected Phases 5 2 1 6 8
Permitted Phases 2 8
Detector Phase 5221688
Switch Phase
Minimum Initial (s) 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
Total Split (s) 9.5 24.5 24.5 13.0 28.0 22.5 22.5
Total Split (%) 15.8% 40.8% 40.8% 21.7% 46.7% 37.5% 37.5% Maximum Green (s) 5.0 20.0 20.0 8.5 23.5 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max None C-Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 6: Los Alamos Rd. & Ramon Rd.

5.1-11
7-538
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1 1069 83 104 1248 36 60
Future Volume (veh/h) 1 1069 83 104 1248 36 60
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1188 92 116 1387 40 67
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 222222
Cap, veh/h 1997 620 149 2808 1037 476
Arrive On Green 0.13 0.13 0.08 0.55 0.30 0.30
Sat Flow, veh/h 5274 1585 1781 5274 3456 1585
Grp Volume(v), veh/h 1188 92 116 1387 40 67
Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585
Q Serve(g_s), s 13.2 3.1 3.8 10.1 0.5 1.9
Cycle Q Clear(g_c), s 13.2 3.1 3.8 10.1 0.5 1.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1997 620 149 2808 1037 476
V/C Ratio(X) 0.59 0.15 0.78 0.49 0.04 0.14
Avail Cap(c_a), veh/h 1997 620 252 2808 1037 476
HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.91 0.91 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.6 17.3 26.9 8.3 14.9 15.3
Incr Delay (d2), s/veh 1.2 0.5 8.3 0.6 0.1 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.4 1.0 1.7 2.4 0.2 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.8 17.7 35.3 9.0 14.9 16.0
LnGrp LOS C B D A B B
Approach Vol, veh/h 1280 1503 107
Approach Delay, s/veh 22.5 11.0 15.6
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.5 28.0 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 20.0 23.5 18.0
Max Q Clear Time (g_c+I1), s 5.8 15.2 12.1 3.9
Green Ext Time (p_c), s 0.1 3.0 6.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

5.1-12
7-539
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 673 1 259 185 437 0 0 303 184 Future Volume (vph) 0 0 0 673 1 259 185 437 0 0 303 184 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 430 210 0 0 205
Storage Lanes 0 0 1 1 1 0 0 2
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 581 1228 688 840
Travel Time (s) 11.3 23.9 10.4 12.7
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%) 50%
Turn Type Split NA Free Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5
Total Split (s) 25.0 25.0 11.0 35.0 24.0 24.0
Total Split (%) 41.7% 41.7% 18.3% 58.3% 40.0% 40.0%
Maximum Green (s) 20.5 20.5 6.5 30.5 19.5 19.5
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
Pedestrian Calls (#/hr) 55
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 7: Bob Hope Dr. & I-10 NB Ramps

5.1-13
7-540
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 673 1 259 185 437 0 0 303 184 Future Volume (veh/h) 0 0 0 673 1 259 185 437 0 0 303 184 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 725 0 0 199 470 0 0 326 198
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222220022
Cap, veh/h 902 0 295 2121 0 0 2229 692
Arrive On Green 0.25 0.00 0.00 0.17 1.00 0.00 0.00 0.44 0.44 Sat Flow, veh/h 3563 0 1585 3456 3647 0 0 5274 1585
Grp Volume(v), veh/h 725 0 0 199 470 0 0 326 198
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1777 0 0 1702 1585 Q Serve(g_s), s 11.5 0.0 0.0 3.2 0.0 0.0 0.0 2.3 4.8
Cycle Q Clear(g_c), s 11.5 0.0 0.0 3.2 0.0 0.0 0.0 2.3 4.8 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 902 0 295 2121 0 0 2229 692
V/C Ratio(X) 0.80 0.00 0.67 0.22 0.00 0.00 0.15 0.29
Avail Cap(c_a), veh/h 1217 0 374 2121 0 0 2229 692
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.95 0.95 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 21.0 0.0 0.0 24.1 0.0 0.0 0.0 10.2 10.9 Incr Delay (d2), s/veh 2.9 0.0 0.0 3.1 0.2 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 4.6 0.0 0.0 1.2 0.1 0.0 0.0 0.7 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.9 0.0 0.0 27.2 0.2 0.0 0.0 10.3 11.9 LnGrp LOS C A C AAABB
Approach Vol, veh/h 725 669 524
Approach Delay, s/veh 23.9 8.3 10.9
Approach LOS C A B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.3 9.6 30.7 19.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 30.5 6.5 19.5 20.5
Max Q Clear Time (g_c+I1), s 2.0 5.2 6.8 13.5
Green Ext Time (p_c), s 2.9 0.1 2.1 1.7
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

5.1-14
7-541
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 280 1 674 0000 3 4 2 7 5 7 4 9 0 20 Future Volume (vph) 280 1 674 0000 3 4 2 7 5 7 4 9 0 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 490 135 0 0 0 195 225 0
Storage Lanes 1 1 0 0 0 1 1 0
Taper Length (ft) 200 90 90 110
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 1337 718 776 688
Travel Time (s) 26.0 14.0 11.8 10.4
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 (%) 10% 48% 10%
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4 2
Detector Phase 4 4 4 2216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 9.5 22.5
Total Split (s) 27.0 27.0 27.0 23.4 23.4 9.6 33.0
Total Split (%) 45.0% 45.0% 45.0% 39.0% 39.0% 16.0% 55.0% Maximum Green (s) 22.5 22.5 22.5 18.9 18.9 5.1 28.5
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 8: Bob Hope Dr. & I-10 SB Ramps

5.1-15
7-542
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 280 1 674 0000 3 4 2 7 5 7 4 9 0 20 Future Volume (veh/h) 280 1 674 0000 3 4 2 7 5 7 4 9 0 20 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 210 0 870 0 384 84 83 1013 0
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 580 0 1032 0 2172 614 216 1864 0
Arrive On Green 0.33 0.00 0.33 0.00 0.39 0.39 0.12 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5611 1585 3456 3647 0
Grp Volume(v), veh/h 210 0 870 0 384 84 83 1013 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1870 1585 1728 1777 0 Q Serve(g_s), s 5.4 0.0 15.3 0.0 2.7 2.1 1.3 0.0 0.0
Cycle Q Clear(g_c), s 5.4 0.0 15.3 0.0 2.7 2.1 1.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 580 0 1032 0 2172 614 216 1864 0 V/C Ratio(X) 0.36 0.00 0.84 0.00 0.18 0.14 0.38 0.54 0.00 Avail Cap(c_a), veh/h 668 0 1189 0 2172 614 294 1864 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 15.5 0.0 18.8 0.0 12.1 11.9 25.2 0.0 0.0 Incr Delay (d2), s/veh 0.4 0.0 5.1 0.0 0.2 0.5 1.0 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 5.6 0.0 0.9 0.7 0.5 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.9 0.0 23.9 0.0 12.3 12.4 26.2 1.0 0.0 LnGrp LOS B A C A B B C A A
Approach Vol, veh/h 1080 468 1096
Approach Delay, s/veh 22.3 12.3 2.9
Approach LOS C B A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.2 27.7 24.0 36.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.1 18.9 22.5 28.5
Max Q Clear Time (g_c+I1), s 3.3 4.7 17.3 2.0
Green Ext Time (p_c), s 0.0 2.2 2.2 7.3
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-16
7-543
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 166 718 245 121 472 9 132 242 110 52 776 748 Future Volume (vph) 166 718 245 121 472 9 132 242 110 52 776 748 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 280 470 240 180 205 280 215 225
Storage Lanes 2 0 2 1 2 1 2 1
Taper Length (ft) 90 120 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 45 45
Link Distance (ft) 676 1191 1119 476
Travel Time (s) 8.4 14.8 17.0 7.2
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Shared Lane Traffic (%)
Turn Type Prot NA Free Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 3 8 523167
Permitted Phases Free 8 2 6
Detector Phase 7 4 388523167
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 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 48.0 61.5 13.5 27.0 27.0 13.0 35.2 13.5 9.8 32.0 48.0 Total Split (%) 40.0% 51.3% 11.3% 22.5% 22.5% 10.8% 29.3% 11.3% 8.2% 26.7% 40.0% Maximum Green (s) 43.5 57.0 9.0 22.5 22.5 8.5 30.7 9.0 5.3 27.5 43.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40.1 (33%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 9: Bob Hope Dr. & Ramon Rd.

5.1-17
7-544
HCM 6th Signalized Intersection Summary EAP (2025) AM Peak Hour 9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 166 718 245 121 472 9 132 242 110 52 776 748 Future Volume (veh/h) 166 718 245 121 472 9 132 242 110 52 776 748 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 177 764 0 129 502 10 140 257 117 55 826 796 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 246 925 184 861 384 195 2561 879 121 2451 874 Arrive On Green 0.07 0.26 0.00 0.05 0.24 0.24 0.06 0.50 0.50 0.04 0.48 0.48 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 177 764 0 129 502 10 140 257 117 55 826 796 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 6.0 24.3 0.0 4.4 15.0 0.6 4.8 3.2 4.3 1.9 12.0 54.3 Cycle Q Clear(g_c), s 6.0 24.3 0.0 4.4 15.0 0.6 4.8 3.2 4.3 1.9 12.0 54.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 246 925 184 861 384 195 2561 879 121 2451 874 V/C Ratio(X) 0.72 0.83 0.70 0.58 0.03 0.72 0.10 0.13 0.45 0.34 0.91 Avail Cap(c_a), veh/h 1253 1688 259 861 384 245 2561 879 153 2451 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.5 41.8 0.0 55.9 40.1 34.7 55.7 15.7 12.8 56.8 19.4 24.3 Incr Delay (d2), s/veh 3.9 2.0 0.0 4.8 1.0 0.0 7.3 0.1 0.3 2.7 0.4 15.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 10.3 0.0 2.0 6.3 0.2 2.2 1.2 1.4 0.8 4.6 21.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.5 43.8 0.0 60.6 41.1 34.7 62.9 15.8 13.2 59.4 19.7 39.5 LnGrp LOS E D E D C EBBEBD
Approach Vol, veh/h 941 641 514 1677
Approach Delay, s/veh 46.5 45.0 28.0 30.4
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.7 64.7 10.9 35.7 11.3 62.1 13.1 33.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.3 30.7 9.0 57.0 8.5 27.5 43.5 22.5 Max Q Clear Time (g_c+I1), s 3.9 6.3 6.4 26.3 6.8 56.3 8.0 17.0 Green Ext Time (p_c), s 0.0 1.9 0.1 4.9 0.1 0.0 0.6 1.4 Intersection Summary
HCM 6th Ctrl Delay 36.6
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

5.1-18
7-545
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 2 34 21 507 539 2
Future Volume (vph) 2 34 21 507 539 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 30 40 40
Link Distance (ft) 281 470 524
Travel Time (s) 6.4 8.0 8.9
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

5.1-19
7-546
HCM 6th TWSC EAP (2025) AM Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 34 21 507 539 2
Future Vol, veh/h 2 34 21 507 539 2
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
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 2 37 23 551 586 2

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1184 587 588 0 - 0
Stage 1 587 -----
Stage 2 597 -----
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 209 510 987 - - -
Stage 1 556 -----
Stage 2 550 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 204 510 987 - - -
Mov Cap-2 Maneuver 343 -----
Stage 1 543 -----
Stage 2 550 -----

Approach EB NB SB
HCM Control Delay, s 12.9 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 987 - 497 - -
HCM Lane V/C Ratio 0.023 - 0.079 - -
HCM Control Delay (s) 8.7 - 12.9 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -

5.1-20
7-547
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 44 16 524 570 3
Future Volume (vph) 4 44 16 524 570 3
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 25 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 10
Link Speed (mph) 30 40 40
Link Distance (ft) 281 82 470
Travel Time (s) 6.4 1.4 8.0
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

5.1-21
7-548
HCM 6th TWSC EAP (2025) AM Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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 4 44 16 524 570 3
Future Vol, veh/h 4 44 16 524 570 3
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 25 - - -
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 4 48 17 570 620 3

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1226 622 623 0 - 0
Stage 1 622 -----
Stage 2 604 -----
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 197 487 958 - - -
Stage 1 535 -----
Stage 2 546 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 193 487 958 - - -
Mov Cap-2 Maneuver 332 -----
Stage 1 525 -----
Stage 2 546 -----

Approach EB NB SB
HCM Control Delay, s 13.6 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 958 - 469 - -
HCM Lane V/C Ratio 0.018 - 0.111 - -
HCM Control Delay (s) 8.8 - 13.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -

5.1-22
7-549
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
12: Ramon Rd. & Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 1150 1305 33 0 29
Future Volume (vph) 0 1150 1305 33 0 29
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 650 647 292
Travel Time (s) 8.1 8.0 6.6
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

5.1-23
7-550
HCM 6th TWSC EAP (2025) AM Peak Hour
12: Ramon Rd. & Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1150 1305 33 0 29
Future Vol, veh/h 0 1150 1305 33 0 29
Conflicting Peds, #/hr 0 00000
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 0 1250 1418 36 0 32

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 727
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 7.14
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.92
Pot Cap-1 Maneuver 0 - - - 0 314
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 3 1 4
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 17.7

HCM LOS C

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 314
HCM Lane V/C Ratio - - - 0.1
HCM Control Delay (s) - - - 17.7
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 0.3

5.1-24
7-551
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
13: Ramon Rd. & Access 4
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 26 1150 1331 3 0 18
Future Volume (vph) 26 1150 1331 3 0 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft) 60 90
Link Speed (mph) 55 55 30
Link Distance (ft) 1330 650 268
Travel Time (s) 16.5 8.1 6.1
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

5.1-25
7-552
HCM 6th TWSC EAP (2025) AM Peak Hour
13: Ramon Rd. & Access 4
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 26 1150 1331 3 0 18
Future Vol, veh/h 26 1150 1331 3 0 18
Conflicting Peds, #/hr 0 00000
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 28 1250 1447 3 0 20

Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1450 0 - 0 - 725
Stage 1 - -----
Stage 2 - -----
Critical Hdwy 5.34 ---- 7.14
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy 3.12 ---- 3.92
Pot Cap-1 Maneuver 236 - - - 0 315
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 236 ---- 3 1 5
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0.5 0 17.2

HCM LOS C

Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 236 - - - 315
HCM Lane V/C Ratio 0.12 - - - 0.062
HCM Control Delay (s) 22.3 - - - 17.2
HCM Lane LOS C - - - C
HCM 95th %tile Q(veh) 0.4 - - - 0.2

5.1-26
7-553
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 103 140 0 209 172 0
Future Volume (vph) 103 140 0 209 172 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 1 0 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 354 1443 236
Travel Time (s) 9.7 39.4 6.4
Peak Hour Factor 0.60 0.60 0.60 0.60 0.60 0.60
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-27
7-554
HCM 6th TWSC EAP (2025) AM Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 5.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 103 140 0 209 172 0
Future Vol, veh/h 103 140 0 209 172 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 60 60 60 60 60 60
Heavy Vehicles, % 2 22222
Mvmt Flow 172 233 0 348 287 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 635 287 - 0 - 0
Stage 1 287 -----
Stage 2 348 -----
Critical Hdwy 6.42 6.22 ----
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 ----
Pot Cap-1 Maneuver 443 752 0 - - 0
Stage 1 762 - 0 - - 0
Stage 2 715 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 443 752 ----
Mov Cap-2 Maneuver 538 -----
Stage 1 762 -----
Stage 2 715 -----

Approach EB NB SB
HCM Control Delay, s 13.1 0 0

HCM LOS B

Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 538 752 -
HCM Lane V/C Ratio - 0.319 0.31 -
HCM Control Delay (s) - 14.8 11.9 -
HCM Lane LOS - B B -
HCM 95th %tile Q(veh) - 1.4 1.3 -

5.1-28
7-555
Lanes, Volumes, Timings EAP (2025) AM Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 31 67 166 146 105 332
Future Volume (vph) 31 67 166 146 105 332
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 334 236 360
Travel Time (s) 9.1 6.4 9.8
Peak Hour Factor 0.55 0.55 0.55 0.55 0.55 0.55
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-29
7-556
HCM 6th TWSC EAP (2025) AM Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 8.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 31 67 166 146 105 332
Future Vol, veh/h 31 67 166 146 105 332
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 55 55 55 55 55 55
Heavy Vehicles, % 2 22222
Mvmt Flow 56 122 302 265 191 604

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1362 493 795 0 - 0
Stage 1 493 -----
Stage 2 869 -----
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 163 576 826 - - -
Stage 1 614 -----
Stage 2 410 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 103 576 826 - - -
Mov Cap-2 Maneuver 103 -----
Stage 1 389 -----
Stage 2 410 -----

Approach EB NB SB
HCM Control Delay, s 56.4 6.3 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 826 - 235 - -
HCM Lane V/C Ratio 0.365 - 0.758 - -
HCM Control Delay (s) 11.8 - 56.4 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 1.7 - 5.4 - -

5.1-30
7-557
Lanes, Volumes, Timings EAP (2025) MD Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 9 126 89 245 296 19
Future Volume (vph) 9 126 89 245 296 19
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 25 25 25
Link Distance (ft) 445 524 1443
Travel Time (s) 12.1 14.3 39.4
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-31
7-558
HCM 6th TWSC EAP (2025) MD Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 5.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 126 89 245 296 19
Future Vol, veh/h 9 126 89 245 296 19
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 18 252 178 490 592 38

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1457 611 630 0 - 0
Stage 1 611 -----
Stage 2 846 -----
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 143 494 952 - - -
Stage 1 542 -----
Stage 2 421 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 116 494 952 - - -
Mov Cap-2 Maneuver 250 -----
Stage 1 441 -----
Stage 2 421 -----

Approach EB NB SB
HCM Control Delay, s 23 2.6 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 952 - 464 - -
HCM Lane V/C Ratio 0.187 - 0.582 - -
HCM Control Delay (s) 9.6 - 23 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.7 - 3.6 - -

5.1-32
7-559
Lanes, Volumes, Timings EAP (2025) MD Peak Hour
5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 210 934 1212 208 291 260
Future Volume (vph) 210 934 1212 208 291 260
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 205 200 200
Storage Lanes 2 1 1 1
Taper Length (ft) 110 60
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 40
Link Distance (ft) 647 2660 288
Travel Time (s) 8.0 33.0 4.9
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Shared Lane Traffic (%) 33%
Turn Type Prot NA NA pm+ov Prot Perm
Protected Phases 52644
Permitted Phases 6 4
Detector Phase 526444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 11.0 37.5 26.5 22.5 22.5 22.5
Total Split (%) 18.3% 62.5% 44.2% 37.5% 37.5% 37.5%
Maximum Green (s) 6.5 33.0 22.0 18.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 55555
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Ramon Rd. & Rattler Rd.

5.1-33
7-560
HCM 6th Signalized Intersection Summary EAP (2025) MD Peak Hour 5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 210 934 1212 208 291 260
Future Volume (veh/h) 210 934 1212 208 291 260
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 273 1213 1574 270 471 239
Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77
Percent Heavy Veh, % 222222
Cap, veh/h 367 2808 1883 1060 1069 476
Arrive On Green 0.21 1.00 0.12 0.12 0.30 0.30
Sat Flow, veh/h 3456 5274 5274 1585 3563 1585
Grp Volume(v), veh/h 273 1213 1574 270 471 239
Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1585
Q Serve(g_s), s 4.4 0.0 18.1 5.0 6.4 7.5
Cycle Q Clear(g_c), s 4.4 0.0 18.1 5.0 6.4 7.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 367 2808 1883 1060 1069 476
V/C Ratio(X) 0.74 0.43 0.84 0.25 0.44 0.50
Avail Cap(c_a), veh/h 374 2808 1883 1060 1069 476
HCM Platoon Ratio 2.00 2.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.9 0.0 24.6 5.7 16.9 17.3
Incr Delay (d2), s/veh 7.7 0.5 4.6 0.6 1.3 3.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.1 8.6 3.4 2.5 7.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 0.5 29.2 6.3 18.3 21.1
LnGrp LOS C A C A B C
Approach Vol, veh/h 1486 1844 710
Approach Delay, s/veh 6.0 25.8 19.2
Approach LOS A C B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.5 22.5 10.9 26.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 6.5 22.0
Max Q Clear Time (g_c+I1), s 2.0 9.5 6.4 20.1
Green Ext Time (p_c), s 8.8 1.8 0.0 1.6
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-34
7-561
Lanes, Volumes, Timings EAP (2025) MD Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 58 54 330 418 4
Future Volume (vph) 4 58 54 330 418 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 30 40 40
Link Distance (ft) 281 470 524
Travel Time (s) 6.4 8.0 8.9
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
7-562
HCM 6th TWSC EAP (2025) MD Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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 4 58 54 330 418 4
Future Vol, veh/h 4 58 54 330 418 4
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
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 4 63 59 359 454 4

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 933 456 458 0 - 0
Stage 1 456 -----
Stage 2 477 -----
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 295 604 1103 - - -
Stage 1 638 -----
Stage 2 624 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 279 604 1103 - - -
Mov Cap-2 Maneuver 407 -----
Stage 1 604 -----
Stage 2 624 -----

Approach EB NB SB
HCM Control Delay, s 11.9 1.2 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1103 - 586 - -
HCM Lane V/C Ratio 0.053 - 0.115 - -
HCM Control Delay (s) 8.4 - 11.9 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 0.4 - -

5.1-36
7-563
Lanes, Volumes, Timings EAP (2025) MD Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 82 40 378 469 7
Future Volume (vph) 6 82 40 378 469 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 25 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 10
Link Speed (mph) 30 40 40
Link Distance (ft) 281 82 470
Travel Time (s) 6.4 1.4 8.0
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

5.1-37
7-564
HCM 6th TWSC EAP (2025) MD Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 82 40 378 469 7
Future Vol, veh/h 6 82 40 378 469 7
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 25 - - -
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 7 89 43 411 510 8

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1011 514 518 0 - 0
Stage 1 514 -----
Stage 2 497 -----
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 265 560 1048 - - -
Stage 1 600 -----
Stage 2 611 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 254 560 1048 - - -
Mov Cap-2 Maneuver 386 -----
Stage 1 575 -----
Stage 2 611 -----

Approach EB NB SB
HCM Control Delay, s 13 0.8 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1048 - 543 - -
HCM Lane V/C Ratio 0.041 - 0.176 - -
HCM Control Delay (s) 8.6 - 13 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.6 - -

5.1-38
7-565
Lanes, Volumes, Timings EAP (2025) MD Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 88 107 0 254 208 0
Future Volume (vph) 88 107 0 254 208 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 1 0 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 354 1443 236
Travel Time (s) 9.7 39.4 6.4
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-39
7-566
HCM 6th TWSC EAP (2025) MD Peak Hour
14: Rattler Rd. & School Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 88 107 0 254 208 0
Future Vol, veh/h 88 107 0 254 208 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 ----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 176 214 0 508 416 0

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 924 416 - 0 - 0
Stage 1 416 -----
Stage 2 508 -----
Critical Hdwy 6.42 6.22 ----
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 ----
Pot Cap-1 Maneuver 299 637 0 - - 0
Stage 1 666 - 0 - - 0
Stage 2 604 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 299 637 ----
Mov Cap-2 Maneuver 425 -----
Stage 1 666 -----
Stage 2 604 -----

Approach EB NB SB
HCM Control Delay, s 16.1 0 0

HCM LOS C

Minor Lane/Major Mvmt NBT EBLn1 EBLn2 SBT
Capacity (veh/h) - 425 637 -
HCM Lane V/C Ratio - 0.414 0.336 -
HCM Control Delay (s) - 19.3 13.5 -
HCM Lane LOS - C B -
HCM 95th %tile Q(veh) - 2 1.5 -

5.1-40
7-567
Lanes, Volumes, Timings EAP (2025) MD Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 59 53 122 220 155 137
Future Volume (vph) 59 53 122 220 155 137
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 60
Link Speed (mph) 25 25 25
Link Distance (ft) 334 236 360
Travel Time (s) 9.1 6.4 9.8
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-41
7-568
HCM 6th TWSC EAP (2025) MD Peak Hour
15: Rattler Rd. & School Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 25.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 59 53 122 220 155 137
Future Vol, veh/h 59 53 122 220 155 137
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 50 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 118 106 244 440 310 274

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1375 447 584 0 - 0
Stage 1 447 -----
Stage 2 928 -----
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 160 612 991 - - -
Stage 1 644 -----
Stage 2 385 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 121 612 991 - - -
Mov Cap-2 Maneuver 121 -----
Stage 1 486 -----
Stage 2 385 -----

Approach EB NB SB
HCM Control Delay, s 160.2 3.5 0

HCM LOS F

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 991 - 195 - -
HCM Lane V/C Ratio 0.246 - 1.149 - -
HCM Control Delay (s) 9.8 - 160.2 - -
HCM Lane LOS A - F - -
HCM 95th %tile Q(veh) 1 - 11.2 - -

5.1-42
7-569
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 212 745 120 187 811 161 255 683 125 198 511 165 Future Volume (vph) 212 745 120 187 811 161 255 683 125 198 511 165 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 345 0 225 0 215 85 180 120
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 45 45
Link Distance (ft) 1038 5274 701 1076
Travel Time (s) 14.2 71.9 10.6 16.3
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Prot NA Perm Prot NA Perm
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 84
Detector Phase 5 2 1 6 388744
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 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 25.2 37.9 23.1 35.8 20.4 35.0 35.0 24.0 38.6 38.6 Total Split (%) 21.0% 31.6% 19.3% 29.8% 17.0% 29.2% 29.2% 20.0% 32.2% 32.2% Maximum Green (s) 20.7 33.4 18.6 31.3 15.9 30.5 30.5 19.5 34.1 34.1 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max None Max Max None Max Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 57 (48%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 1: Date Palm Dr. & Ramon Rd.

5.1-43
7-570
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 1: Date Palm Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 212 745 120 187 811 161 255 683 125 198 511 165 Future Volume (veh/h) 212 745 120 187 811 161 255 683 125 198 511 165 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 236 828 133 208 901 179 283 759 139 220 568 183 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 264 1438 229 236 1317 261 346 903 400 248 1043 463 Arrive On Green 0.15 0.32 0.32 0.13 0.31 0.31 0.10 0.25 0.25 0.14 0.29 0.29 Sat Flow, veh/h 1781 4435 708 1781 4272 845 3456 3554 1576 1781 3554 1577 Grp Volume(v), veh/h 236 634 327 208 717 363 283 759 139 220 568 183 Grp Sat Flow(s),veh/h/ln 1781 1702 1739 1781 1702 1713 1728 1777 1576 1781 1777 1577 Q Serve(g_s), s 15.6 18.6 18.8 13.8 22.1 22.3 9.6 24.3 8.7 14.6 16.1 11.1 Cycle Q Clear(g_c), s 15.6 18.6 18.8 13.8 22.1 22.3 9.6 24.3 8.7 14.6 16.1 11.1 Prop In Lane 1.00 0.41 1.00 0.49 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 264 1103 564 236 1049 528 346 903 400 248 1043 463 V/C Ratio(X) 0.89 0.57 0.58 0.88 0.68 0.69 0.82 0.84 0.35 0.89 0.54 0.40 Avail Cap(c_a), veh/h 307 1103 564 276 1049 528 458 903 400 289 1043 463 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 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.2 33.7 33.7 51.1 36.4 36.4 52.9 42.4 36.6 50.7 35.7 33.9 Incr Delay (d2), s/veh 24.2 2.2 4.3 21.8 3.2 6.3 8.5 9.3 2.4 24.1 2.0 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 8.5 7.6 8.2 7.3 9.2 9.8 4.5 11.4 3.5 8.0 7.0 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 74.4 35.9 38.1 72.9 39.6 42.7 61.5 51.7 39.0 74.8 37.7 36.4 LnGrp LOS E D D E D D E D D E D D
Approach Vol, veh/h 1197 1288 1181 971
Approach Delay, s/veh 44.1 45.8 52.6 45.9
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.4 43.4 16.5 39.7 22.3 41.5 21.2 35.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 18.6 33.4 15.9 34.1 20.7 31.3 19.5 30.5 Max Q Clear Time (g_c+I1), s 15.8 20.8 11.6 18.1 17.6 24.3 16.6 26.3 Green Ext Time (p_c), s 0.1 4.6 0.4 3.7 0.2 3.5 0.2 2.0 Intersection Summary
HCM 6th Ctrl Delay 47.1
HCM 6th LOS D

5.1-44
7-571
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 44 803 81 167 848 226 141 255 128 140 120 27 Future Volume (vph) 44 803 81 167 848 226 141 255 128 140 120 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 180 215 120 215 200 0
Storage Lanes 1 0 1 1 1 1 0 0
Taper Length (ft) 90 90 105 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 55 50 45
Link Distance (ft) 5274 1330 1673 1048
Travel Time (s) 71.9 16.5 22.8 15.9
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Shared Lane Traffic (%)
Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 6 8
Detector Phase 5 2 16638874
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 9.5 22.5 22.5 9.5 22.5 Total Split (s) 14.0 41.0 28.0 55.0 55.0 25.0 26.0 26.0 25.0 26.0 Total Split (%) 11.7% 34.2% 23.3% 45.8% 45.8% 20.8% 21.7% 21.7% 20.8% 21.7% Maximum Green (s) 9.5 36.5 23.5 50.5 50.5 20.5 21.5 21.5 20.5 21.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
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 Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 2: Da Vall Dr. & Ramon Rd.

5.1-45
7-572
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 2: Da Vall Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 44 803 81 167 848 226 141 255 128 140 120 27 Future Volume (veh/h) 44 803 81 167 848 226 141 255 128 140 120 27 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 923 93 192 975 260 162 293 147 161 138 31 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 222222222222
Cap, veh/h 66 2072 208 221 2688 835 191 639 285 190 265 60 Arrive On Green 0.04 0.44 0.44 0.17 0.70 0.70 0.11 0.18 0.18 0.11 0.18 0.18 Sat Flow, veh/h 1781 4715 474 1781 5106 1585 1781 3554 1585 1781 1478 332 Grp Volume(v), veh/h 51 666 350 192 975 260 162 293 147 161 0 169 Grp Sat Flow(s),veh/h/ln 1781 1702 1785 1781 1702 1585 1781 1777 1585 1781 0 1811 Q Serve(g_s), s 3.4 16.3 16.4 12.6 9.2 7.5 10.7 8.8 10.1 10.7 0.0 10.1 Cycle Q Clear(g_c), s 3.4 16.3 16.4 12.6 9.2 7.5 10.7 8.8 10.1 10.7 0.0 10.1 Prop In Lane 1.00 0.27 1.00 1.00 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 66 1496 784 221 2688 835 191 639 285 190 0 324 V/C Ratio(X) 0.77 0.44 0.45 0.87 0.36 0.31 0.85 0.46 0.52 0.85 0.00 0.52 Avail Cap(c_a), veh/h 141 1496 784 349 2688 835 304 639 285 304 0 324 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.71 0.71 0.71 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.3 23.4 23.5 49.1 9.9 9.6 52.6 44.0 44.5 52.6 0.0 44.6 Incr Delay (d2), s/veh 12.8 0.7 1.3 13.0 0.4 1.0 11.9 2.4 6.5 11.7 0.0 5.9 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 1.7 6.3 6.8 5.9 2.8 2.4 5.3 4.0 4.3 5.3 0.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.1 24.1 24.8 62.2 10.3 10.6 64.5 46.4 51.0 64.3 0.0 50.5 LnGrp LOS E C C EBBEDDEAD
Approach Vol, veh/h 1067 1427 602 330
Approach Delay, s/veh 26.5 17.3 52.4 57.2
Approach LOS C B D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.4 57.2 17.4 26.0 8.9 67.7 17.3 26.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 23.5 36.5 20.5 21.5 9.5 50.5 20.5 21.5 Max Q Clear Time (g_c+I1), s 14.6 18.4 12.7 12.1 5.4 11.2 12.7 12.1 Green Ext Time (p_c), s 0.3 5.7 0.2 0.5 0.0 8.1 0.2 1.5 Intersection Summary
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C

5.1-46
7-573
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 109 498 134 42 521 96 186 292 38 24 217 137 Future Volume (vph) 109 498 134 42 521 96 186 292 38 24 217 137 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 175 215 185 0 125 125 135 135
Storage Lanes 1 1 1 0 1 1 1 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 30 30 50 50
Link Distance (ft) 918 366 1131 331
Travel Time (s) 20.9 8.3 15.4 4.5
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 Perm Prot NA Prot NA Perm Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2 8
Detector Phase 52216 38874
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 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 Total Split (s) 22.0 51.0 51.0 13.0 42.0 31.0 45.0 45.0 11.0 25.0 Total Split (%) 18.3% 42.5% 42.5% 10.8% 35.0% 25.8% 37.5% 37.5% 9.2% 20.8% Maximum Green (s) 17.5 46.5 46.5 8.5 37.5 26.5 40.5 40.5 6.5 20.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 70
Control Type: Actuated-Coordinated
Splits and Phases: 3: Da Vall Dr. & Dinah Shore Dr.

5.1-47
7-574
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 3: Da Vall Dr. & Dinah Shore Dr.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 109 498 134 42 521 96 186 292 38 24 217 137 Future Volume (veh/h) 109 498 134 42 521 96 186 292 38 24 217 137 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 115 524 141 44 548 101 196 307 40 25 228 144 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 142 1624 724 57 1227 225 227 1199 535 42 497 301 Arrive On Green 0.08 0.46 0.46 0.03 0.41 0.41 0.13 0.34 0.34 0.02 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 1781 2998 551 1781 3554 1585 1781 2126 1289 Grp Volume(v), veh/h 115 524 141 44 324 325 196 307 40 25 189 183 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1771 1781 1777 1585 1781 1777 1638 Q Serve(g_s), s 7.6 11.3 6.4 2.9 15.8 15.9 12.9 7.5 2.1 1.7 10.9 11.6 Cycle Q Clear(g_c), s 7.6 11.3 6.4 2.9 15.8 15.9 12.9 7.5 2.1 1.7 10.9 11.6 Prop In Lane 1.00 1.00 1.00 0.31 1.00 1.00 1.00 0.79
Lane Grp Cap(c), veh/h 142 1624 724 57 727 725 227 1199 535 42 415 383 V/C Ratio(X) 0.81 0.32 0.19 0.77 0.45 0.45 0.86 0.26 0.07 0.60 0.46 0.48 Avail Cap(c_a), veh/h 260 1624 724 126 727 725 393 1199 535 96 415 383 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.3 20.8 19.4 57.6 25.6 25.6 51.3 28.8 27.0 58.0 39.4 39.7 Incr Delay (d2), s/veh 10.4 0.5 0.6 19.3 2.0 2.0 9.4 0.5 0.3 12.8 3.6 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 4.8 2.3 1.6 7.1 7.1 6.2 3.2 0.8 0.9 5.0 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.8 21.3 20.0 76.9 27.6 27.6 60.7 29.3 27.3 70.8 43.0 43.9 LnGrp LOS E C C E C C E C C E D D
Approach Vol, veh/h 780 693 543 397
Approach Delay, s/veh 27.5 30.7 40.5 45.2
Approach LOS CCDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.3 59.3 19.8 32.5 14.1 53.6 7.3 45.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.5 46.5 26.5 20.5 17.5 37.5 6.5 40.5 Max Q Clear Time (g_c+I1), s 4.9 13.3 14.9 13.6 9.6 17.9 3.7 9.5 Green Ext Time (p_c), s 0.0 4.4 0.4 1.1 0.1 4.0 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay 34.3
HCM 6th LOS C

5.1-48
7-575
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 23 117 32 126 156 19
Future Volume (vph) 23 117 32 126 156 19
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 25 25 25
Link Distance (ft) 445 524 1443
Travel Time (s) 12.1 14.3 39.4
Peak Hour Factor 0.50 0.50 0.50 0.50 0.50 0.50
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-49
7-576
HCM 6th TWSC EAP (2025) PM Peak Hour
4: Rattler Rd. & School Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 4.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 23 117 32 126 156 19
Future Vol, veh/h 23 117 32 126 156 19
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, % 2 22222
Mvmt Flow 46 234 64 252 312 38

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 711 331 350 0 - 0
Stage 1 331 -----
Stage 2 380 -----
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 400 711 1209 - - -
Stage 1 728 -----
Stage 2 691 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 379 711 1209 - - -
Mov Cap-2 Maneuver 488 -----
Stage 1 689 -----
Stage 2 691 -----

Approach EB NB SB
HCM Control Delay, s 14.4 1.6 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1209 - 661 - -
HCM Lane V/C Ratio 0.053 - 0.424 - -
HCM Control Delay (s) 8.1 - 14.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 2.1 - -

5.1-50
7-577
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 109 965 1104 133 242 160
Future Volume (vph) 109 965 1104 133 242 160
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 300 205 200 200
Storage Lanes 2 1 1 1
Taper Length (ft) 110 60
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 40
Link Distance (ft) 647 2660 288
Travel Time (s) 8.0 33.0 4.9
Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78
Shared Lane Traffic (%) 22%
Turn Type Prot NA NA pm+ov Prot Perm
Protected Phases 52644
Permitted Phases 6 4
Detector Phase 526444
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 22.5 22.5 22.5
Total Split (s) 10.0 37.5 27.5 22.5 22.5 22.5
Total Split (%) 16.7% 62.5% 45.8% 37.5% 37.5% 37.5%
Maximum Green (s) 5.5 33.0 23.0 18.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 55555
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 5: Ramon Rd. & Rattler Rd.

5.1-51
7-578
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 5: Ramon Rd. & Rattler Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 109 965 1104 133 242 160
Future Volume (veh/h) 109 965 1104 133 242 160
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 140 1237 1415 171 341 172
Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78
Percent Heavy Veh, % 222222
Cap, veh/h 260 2808 2041 1109 1069 476
Arrive On Green 0.15 1.00 0.13 0.13 0.30 0.30
Sat Flow, veh/h 3456 5274 5274 1585 3563 1585
Grp Volume(v), veh/h 140 1237 1415 171 341 172
Grp Sat Flow(s),veh/h/ln 1728 1702 1702 1585 1781 1585
Q Serve(g_s), s 2.2 0.0 15.9 2.9 4.4 5.1
Cycle Q Clear(g_c), s 2.2 0.0 15.9 2.9 4.4 5.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 260 2808 2041 1109 1069 476
V/C Ratio(X) 0.54 0.44 0.69 0.15 0.32 0.36
Avail Cap(c_a), veh/h 317 2808 2041 1109 1069 476
HCM Platoon Ratio 2.00 2.00 0.33 0.33 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.86 0.86 1.00 1.00
Uniform Delay (d), s/veh 24.5 0.0 22.5 4.5 16.3 16.5
Incr Delay (d2), s/veh 1.7 0.5 1.7 0.3 0.8 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.1 7.2 1.8 1.7 5.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.3 0.5 24.2 4.8 17.0 18.6
LnGrp LOS C A C A B B
Approach Vol, veh/h 1377 1586 513
Approach Delay, s/veh 3.1 22.1 17.6
Approach LOS A C B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 37.5 22.5 9.0 28.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 18.0 5.5 23.0
Max Q Clear Time (g_c+I1), s 2.0 7.1 4.2 17.9
Green Ext Time (p_c), s 9.0 1.4 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-52
7-579
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1 1146 53 44 1164 77 72
Future Volume (vph) 1 1146 53 44 1164 77 72
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 200 200 255 125 0
Storage Lanes 1 1 1 1 1
Taper Length (ft) 90 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 55 55 50
Link Distance (ft) 2660 3172 1424
Travel Time (s) 33.0 39.3 19.4
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84
Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot Perm
Protected Phases 5 2 1 6 8
Permitted Phases 2 8
Detector Phase 5221688
Switch Phase
Minimum Initial (s) 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
Total Split (s) 9.5 27.0 27.0 10.5 28.0 22.5 22.5
Total Split (%) 15.8% 45.0% 45.0% 17.5% 46.7% 37.5% 37.5% Maximum Green (s) 5.0 22.5 22.5 6.0 23.5 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None C-Max C-Max None C-Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 6: Los Alamos Rd. & Ramon Rd.

5.1-53
7-580
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 6: Los Alamos Rd. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Movement EBU EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1 1146 53 44 1164 77 72
Future Volume (veh/h) 1 1146 53 44 1164 77 72
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1364 63 52 1386 92 86
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Percent Heavy Veh, % 222222
Cap, veh/h 2179 676 86 2808 1037 476
Arrive On Green 0.14 0.14 0.05 0.55 0.30 0.30
Sat Flow, veh/h 5274 1585 1781 5274 3456 1585
Grp Volume(v), veh/h 1364 63 52 1386 92 86
Grp Sat Flow(s),veh/h/ln 1702 1585 1781 1702 1728 1585
Q Serve(g_s), s 15.1 2.1 1.7 10.1 1.1 2.4
Cycle Q Clear(g_c), s 15.1 2.1 1.7 10.1 1.1 2.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2179 676 86 2808 1037 476
V/C Ratio(X) 0.63 0.09 0.60 0.49 0.09 0.18
Avail Cap(c_a), veh/h 2179 676 178 2808 1037 476
HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.91 0.91 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.3 15.7 28.0 8.3 15.1 15.5
Incr Delay (d2), s/veh 1.2 0.2 6.7 0.6 0.2 0.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 6.6 0.6 0.8 2.4 0.4 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.5 15.9 34.6 9.0 15.3 16.4
LnGrp LOS C B C A B B
Approach Vol, veh/h 1427 1438 178
Approach Delay, s/veh 22.2 9.9 15.8
Approach LOS C A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 7.4 30.1 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.0 22.5 23.5 18.0
Max Q Clear Time (g_c+I1), s 3.7 17.1 12.1 4.4
Green Ext Time (p_c), s 0.0 3.6 6.3 0.4
Intersection Summary
HCM 6th Ctrl Delay 16.0
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.

5.1-54
7-581
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 540 1 111 582 284 0 0 199 277 Future Volume (vph) 0 0 0 540 1 111 582 284 0 0 199 277 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 430 210 0 0 205
Storage Lanes 0 0 1 1 1 0 0 2
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 581 1228 688 840
Travel Time (s) 11.3 23.9 10.4 12.7
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 (%) 50%
Turn Type Split NA Free Prot NA NA Perm
Protected Phases 8 8 5 2 6
Permitted Phases Free 6
Detector Phase 8 8 5 2 6 6
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 9.5 22.5 22.5 22.5
Total Split (s) 22.5 22.5 15.0 37.5 22.5 22.5
Total Split (%) 37.5% 37.5% 25.0% 62.5% 37.5% 37.5%
Maximum Green (s) 18.0 18.0 10.5 33.0 18.0 18.0
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0
Flash Dont Walk (s) 11.0 11.0
Pedestrian Calls (#/hr) 55
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 7: Bob Hope Dr. & I-10 NB Ramps

5.1-55
7-582
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 7: Bob Hope Dr. & I-10 NB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 0 0 0 540 1 111 582 284 0 0 199 277 Future Volume (veh/h) 0 0 0 540 1 111 582 284 0 0 199 277 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 594 0 0 640 312 0 0 219 304
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222220022
Cap, veh/h 758 0 605 2265 0 0 1977 614
Arrive On Green 0.21 0.00 0.00 0.29 1.00 0.00 0.00 0.39 0.39 Sat Flow, veh/h 3563 0 1585 3456 3647 0 0 5274 1585
Grp Volume(v), veh/h 594 0 0 640 312 0 0 219 304
Grp Sat Flow(s),veh/h/ln 1781 0 1585 1728 1777 0 0 1702 1585 Q Serve(g_s), s 9.5 0.0 0.0 10.5 0.0 0.0 0.0 1.6 8.7
Cycle Q Clear(g_c), s 9.5 0.0 0.0 10.5 0.0 0.0 0.0 1.6 8.7 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 758 0 605 2265 0 0 1977 614
V/C Ratio(X) 0.78 0.00 1.06 0.14 0.00 0.00 0.11 0.50
Avail Cap(c_a), veh/h 1069 0 605 2265 0 0 1977 614
HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.94 0.94 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 0.0 0.0 21.2 0.0 0.0 0.0 11.8 13.9 Incr Delay (d2), s/veh 2.5 0.0 0.0 51.9 0.1 0.0 0.0 0.1 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 0.0 7.5 0.0 0.0 0.0 0.5 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.9 0.0 0.0 73.1 0.1 0.0 0.0 11.9 16.8 LnGrp LOS C A F AAABB
Approach Vol, veh/h 594 952 523
Approach Delay, s/veh 24.9 49.2 14.7
Approach LOS C D B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 42.7 15.0 27.7 17.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 33.0 10.5 18.0 18.0
Max Q Clear Time (g_c+I1), s 2.0 12.5 10.7 11.5
Green Ext Time (p_c), s 1.9 0.0 1.4 1.3
Intersection Summary
HCM 6th Ctrl Delay 33.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

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

5.1-56
7-583
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 151 2 327 0000 7 1 5 1 2 0 1 0 7 6 3 20 Future Volume (vph) 151 2 327 0000 7 1 5 1 2 0 1 0 7 6 3 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 490 135 0 0 0 195 225 0
Storage Lanes 1 1 0 0 0 1 1 0
Taper Length (ft) 200 90 90 110
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 45 45
Link Distance (ft) 1337 718 776 688
Travel Time (s) 26.0 14.0 11.8 10.4
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%) 10% 48% 10%
Turn Type Split NA Perm NA Perm Prot NA
Protected Phases 4 4 2 1 6
Permitted Phases 4 2
Detector Phase 4 4 4 2216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 9.5 22.5
Total Split (s) 24.0 24.0 24.0 26.0 26.0 10.0 36.0
Total Split (%) 40.0% 40.0% 40.0% 43.3% 43.3% 16.7% 60.0% Maximum Green (s) 19.5 19.5 19.5 21.5 21.5 5.5 31.5
Yellow Time (s) 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
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lag Lead
Lead-Lag Optimize? Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None C-Max C-Max None C-Max
Walk Time (s) 7.0
Flash Dont Walk (s) 11.0
Pedestrian Calls (#/hr) 5
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 8: Bob Hope Dr. & I-10 SB Ramps

5.1-57
7-584
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 8: Bob Hope Dr. & I-10 SB Ramps
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 151 2 327 0000 7 1 5 1 2 0 1 0 7 6 3 20 Future Volume (veh/h) 151 2 327 0000 7 1 5 1 2 0 1 0 7 6 3 20 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 113 0 424 0 794 133 119 702 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 329 0 586 0 2909 822 248 2364 0
Arrive On Green 0.18 0.00 0.18 0.00 0.52 0.52 0.14 1.00 0.00 Sat Flow, veh/h 1781 0 3170 0 5611 1585 3456 3647 0
Grp Volume(v), veh/h 113 0 424 0 794 133 119 702 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1870 1585 1728 1777 0 Q Serve(g_s), s 3.3 0.0 7.6 0.0 4.8 2.6 1.9 0.0 0.0
Cycle Q Clear(g_c), s 3.3 0.0 7.6 0.0 4.8 2.6 1.9 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 329 0 586 0 2909 822 248 2364 0
V/C Ratio(X) 0.34 0.00 0.72 0.00 0.27 0.16 0.48 0.30 0.00 Avail Cap(c_a), veh/h 579 0 1030 0 2909 822 317 2364 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 21.3 0.0 23.0 0.0 8.1 7.6 24.7 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 1.7 0.0 0.2 0.4 1.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 0.0 2.7 0.0 1.4 0.7 0.7 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 0.0 24.7 0.0 8.3 8.0 25.9 0.3 0.0 LnGrp LOS C A C A A A C A A
Approach Vol, veh/h 537 927 821
Approach Delay, s/veh 24.1 8.3 4.0
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.8 35.6 15.6 44.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 21.5 19.5 31.5
Max Q Clear Time (g_c+I1), s 3.9 6.8 9.6 2.0
Green Ext Time (p_c), s 0.0 4.8 1.5 4.7
Intersection Summary
HCM 6th Ctrl Delay 10.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

5.1-58
7-585
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 131 884 203 79 334 20 310 684 260 66 329 564 Future Volume (vph) 131 884 203 79 334 20 310 684 260 66 329 564 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 280 470 240 180 205 280 215 225
Storage Lanes 2 0 2 1 2 1 2 1
Taper Length (ft) 90 120 120 120
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 55 55 45 45
Link Distance (ft) 676 1191 1119 476
Travel Time (s) 8.4 14.8 17.0 7.2
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Shared Lane Traffic (%)
Turn Type Prot NA Free Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 7 4 3 8 523167
Permitted Phases Free 8 2 6
Detector Phase 7 4 388523167
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 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 46.0 53.2 17.0 24.2 24.2 23.0 39.5 17.0 10.3 26.8 46.0 Total Split (%) 38.3% 44.3% 14.2% 20.2% 20.2% 19.2% 32.9% 14.2% 8.6% 22.3% 38.3% Maximum Green (s) 41.5 48.7 12.5 19.7 19.7 18.5 35.0 12.5 5.8 22.3 41.5 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) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lead Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max None Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 5 5 5 5 5
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 40.1 (33%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases: 9: Bob Hope Dr. & Ramon Rd.

5.1-59
7-586
HCM 6th Signalized Intersection Summary EAP (2025) PM Peak Hour 9: Bob Hope Dr. & Ramon Rd.

Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\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) 131 884 203 79 334 20 310 684 260 66 329 564 Future Volume (veh/h) 131 884 203 79 334 20 310 684 260 66 329 564 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 951 0 85 359 22 333 735 280 71 354 606 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 206 1110 136 1037 463 399 2352 792 130 1955 702 Arrive On Green 0.06 0.31 0.00 0.04 0.29 0.29 0.12 0.46 0.46 0.04 0.38 0.38 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 141 951 0 85 359 22 333 735 280 71 354 606 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1702 1585 1728 1702 1585 Q Serve(g_s), s 4.8 30.2 0.0 2.9 9.5 1.2 11.3 10.9 12.9 2.4 5.5 41.4 Cycle Q Clear(g_c), s 4.8 30.2 0.0 2.9 9.5 1.2 11.3 10.9 12.9 2.4 5.5 41.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 206 1110 136 1037 463 399 2352 792 130 1955 702 V/C Ratio(X) 0.68 0.86 0.63 0.35 0.05 0.83 0.31 0.35 0.54 0.18 0.86 Avail Cap(c_a), veh/h 1195 1442 360 1037 463 533 2352 792 167 1955 702 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.3 38.7 0.0 56.8 33.5 30.5 52.0 20.4 18.2 56.7 24.5 30.2 Incr Delay (d2), s/veh 4.0 4.2 0.0 4.7 0.2 0.0 8.4 0.3 1.2 3.5 0.2 13.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 13.0 0.0 1.3 3.9 0.4 5.2 4.2 4.6 1.1 2.2 16.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.3 43.0 0.0 61.4 33.7 30.6 60.4 20.7 19.5 60.2 24.7 43.5 LnGrp LOS E D E C C E C B E C D
Approach Vol, veh/h 1092 466 1348 1031
Approach Delay, s/veh 45.1 38.6 30.3 38.2
Approach LOS DDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 59.8 9.2 42.0 18.4 50.5 11.7 39.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.8 35.0 12.5 48.7 18.5 22.3 41.5 19.7 Max Q Clear Time (g_c+I1), s 4.4 14.9 4.9 32.2 13.3 43.4 6.8 11.5 Green Ext Time (p_c), s 0.0 5.6 0.1 5.3 0.5 0.0 0.4 1.2 Intersection Summary
HCM 6th Ctrl Delay 37.4
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

5.1-60
7-587
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 4 58 54 154 269 4
Future Volume (vph) 4 58 54 154 269 4
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 100 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 40
Link Speed (mph) 30 40 40
Link Distance (ft) 281 470 524
Travel Time (s) 6.4 8.0 8.9
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

5.1-61
7-588
HCM 6th TWSC EAP (2025) PM Peak Hour
10: Rattler Rd. & Access 1
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 58 54 154 269 4
Future Vol, veh/h 4 58 54 154 269 4
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 100 - - -
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 4 63 59 167 292 4

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 579 294 296 0 - 0
Stage 1 294 -----
Stage 2 285 -----
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 477 745 1265 - - -
Stage 1 756 -----
Stage 2 763 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 455 745 1265 - - -
Mov Cap-2 Maneuver 545 -----
Stage 1 720 -----
Stage 2 763 -----

Approach EB NB SB
HCM Control Delay, s 10.4 2.1 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1265 - 728 - -
HCM Lane V/C Ratio 0.046 - 0.093 - -
HCM Control Delay (s) 8 - 10.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -

5.1-62
7-589
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 6 82 40 202 320 7
Future Volume (vph) 6 82 40 202 320 7
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 25 0
Storage Lanes 1 0 1 0
Taper Length (ft) 90 10
Link Speed (mph) 30 40 40
Link Distance (ft) 281 82 470
Travel Time (s) 6.4 1.4 8.0
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

5.1-63
7-590
HCM 6th TWSC EAP (2025) PM Peak Hour
11: Rattler Rd. & Access 2
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 6 82 40 202 320 7
Future Vol, veh/h 6 82 40 202 320 7
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 25 - - -
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 7 89 43 220 348 8

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 658 352 356 0 - 0
Stage 1 352 -----
Stage 2 306 -----
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 429 692 1203 - - -
Stage 1 712 -----
Stage 2 747 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 414 692 1203 - - -
Mov Cap-2 Maneuver 515 -----
Stage 1 686 -----
Stage 2 747 -----

Approach EB NB SB
HCM Control Delay, s 11.2 1.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1203 - 676 - -
HCM Lane V/C Ratio 0.036 - 0.141 - -
HCM Control Delay (s) 8.1 - 11.2 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.5 - -

5.1-64
7-591
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
12: Ramon Rd. & Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 0 1074 1178 86 0 57
Future Volume (vph) 0 1074 1178 86 0 57
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 55 55 30
Link Distance (ft) 650 647 292
Travel Time (s) 8.1 8.0 6.6
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

5.1-65
7-592
HCM 6th TWSC EAP (2025) PM Peak Hour
12: Ramon Rd. & Access 3
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1074 1178 86 0 57
Future Vol, veh/h 0 1074 1178 86 0 57
Conflicting Peds, #/hr 0 00000
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 0 1167 1280 93 0 62

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 687
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - ---- 7.14
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - ---- 3.92
Pot Cap-1 Maneuver 0 - - - 0 334
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - ---- 3 3 4
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----

Approach EB WB SB
HCM Control Delay, s 0 0 18.2

HCM LOS C

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 334
HCM Lane V/C Ratio - - - 0.185
HCM Control Delay (s) - - - 18.2
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 0.7

5.1-66
7-593
Lanes, Volumes, Timings EAP (2025) PM Peak Hour
13: Ramon Rd. & Access 4
Catana Specific Plan Traffic Analysis Synchro 11 Report F:\UXRjobs\_15100-15500\_15200\15284\02_LOS\Synchro\01 - Existing Lanes.syn Urban Crossroads, Inc.

Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 67 1074 1228 7 0 31
Future Volume (vph) 67 1074 1228 7 0 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 150 0 0 0
Storage Lanes 1 0 0 1
Taper Length (ft) 60 90
Link Speed (mph) 55 55 30
Link Distance (ft) 1330 650 268
Travel Time (s) 16.5 8.1 6.1
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