32 SITE
Dwy. 1
Dwy. 2
= Percent From Project
= Outbound
LEGEND:
N
EXHIBIT 4-1 : PROJECT TRIP DISTRIBUTION (SHEET 1 OF 2)
Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
33 SITE
Dwy. 1 Dwy. 2
= Percent To Project
= Inbound
LEGEND:
N
EXHIBIT 4-1 : PROJECT TRIP DISTRIBUTION (SHEET 2 OF 2)
Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
34 Via Del Rio Focused Traffic Study
15701-04 FTS Report
35 4.4 PROJECT TRIP ASSIGNMENT
The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, Project Only traffic volumes are provided in Exhibit 4-2.
4.5 BACKGROUND TRAFFIC
Future year traffic forecasts have been based upon background (ambient) growth at 2% per year, compounded annually, for 2027 traffic conditions. The total ambient growth is 6.12% for 2027 traffic conditions. The ambient growth factor is intended to approximate regional traffic growth. This ambient growth rate is added to existing traffic volumes to account for area-wide growth not reflected by cumulative development projects. Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in conjunction with traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications have been filed and are under consideration by governing agencies. 2027 traffic volumes are provided in Section 6 of this report. The traffic generated by the proposed Project was then manually added to the base volume to determine With Project forecasts.
4.6 CUMULATIVE DEVELOPMENT TRAFFIC
A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City of Corona and the County of Riverside. The cumulative projects listed are those that would generate traffic and would contribute traffic to study area intersections. Exhibit 4-2 illustrates the cumulative development location map. A summary of cumulative development projects and their proposed land uses are shown in Table 4-4. If applicable, the traffic generated by individual cumulative projects was manually added to the Without Project forecasts to ensure that traffic generated by the listed cumulative development projects in Table 4-4 are reflected as part of the background traffic. In an effort to conduct a conservative analysis, the cumulative projects are added in conjunction with the ambient growth identified in Section 4.5 Background Traffic. Any other cumulative projects located beyond the cumulative study area that are not expected to contribute measurable traffic to study area intersections have not been included since the traffic would dissipate due to the distance from the Project site and study area intersections.
Cumulative Only ADT and weekday peak hour intersection turning movement volumes are shown in Exhibit 4-3.
35 SITE
EXHIBIT 4-2 : PROJECT ONLY TRAFFIC VOLUMES (SHEET 1 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 0 (0) 0 (0) 0 (6) 0 (0) 0 (0) 0 (0) 0 (3) 0 (0) 3 (2) 0 (0) 5 (4) 0 (0) 0 (0) 0 (0) 0 (0) 0 (0) 8 (7) 0 (8) 0 (4) 0 (0) 1 (3) 4 (3) 3 (11) 4 (3) 3 (2) 3 (2) 0 (0) 3 (11) 0 (1) 0 (0) 1 (2) 0 (0) 1 (2) 1 (2) 0 (0) 0 (1) 0 (0) 10 (7) 1 (1) 4 (14) 0 (0) LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 (00) = Peak Hour Intersection Volume AM (PM)
00 = Average Daily Trips
386 86
472
60 60
24 60
12 24
36 SITE
EXHIBIT 4-2 : PROJECT ONLY TRAFFIC VOLUMES (SHEET 2 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 0
0 -6 0
0 0
-30 -30-5 0
0 0
0 0-8 -8 4 0
32 8
32 2 0
8 10
1 0
11 0
10 7
1 10
0 LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 = Peak Hour Intersection Volume MD
00 = Average Daily Trips
386 86
472
60 60
24 60
12 24
37 Å91 INTERSTATE 15 15701_b.dwg EXHIBIT 4-3 : CUMULATIVE DEVELOPMENT LOCATION MAP Via Del Rio Focused Traffic Study N 1 23 4 5 6 7 8 10 9 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Site Via Del Rio Border Ave. Ontario Ave. Lincoln Ave. Main St. Magnolia Ave. 6th St. Olive St. Railroad St. Green River Rd. Page 782 of 1001 38 SITE
EXHIBIT 4-4 : CUMULATIVE ONLY TRAFFIC VOLUMES (SHEET 1 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 0 (0) 91 (91)
1 (1) 0 (0) 0 (0) 8 (8)
1 (1) 57 (57) 0 (0) 9 (9) 1 (1) 8 (8) 0 (0) 0 (0) 0 (0) 0 (0) 10 (10) 10 (10) 0 (0) 0 (0) 0 (0) 10 (10) 10 (10) 0 (0) 0 (0) 2 (2) 2 (2) 1 (1) 0 (0) 0 (0) 0 (0) 0 (0) 0 (0) 10 (10) 7 (7) 0 (0) 2 (2) 0 (0) 0 (0) 0 (0) 1 (1) LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 (00) = Peak Hour Intersection Volume AM (PM)
00 = Average Daily Trips (1000's)
2.7 3.1 0.4
0.4 0.4
0.4 0.02
0.1 0.1
0.3 0.4
39 SITE
EXHIBIT 4-4 : CUMULATIVE ONLY TRAFFIC VOLUMES (SHEET 2 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 0
115
2 0
0 14
2 127 0143 120
0 0 017 16 0
0 170 16 0
0 4
3 1 0
10 0170 120
4 0
0 0
1 LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 = Peak Hour Intersection Volume MD
00 = Average Daily Trips (1000's)
2.7 3.1 0.4
0.4 0.4
0.4 0.02
0.1 0.1
0.3 0.4
40 Via Del Rio Focused Traffic Study
15701-04 FTS Report
41 TABLE 4-4: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
No. Project Name Land Use1 Quantity Units2
1 CUPM2021-0004 Senior Adult (Attached) Housing 62 DU
2 TTM 37980 (DPR2023-0022, PP2023-00008) Single Family Residential + ADU 38 DU 3 DPR2019-0017, DPR2021-0013 & DPR2022-0024 Senior Adult (Detached) Housing 3 DU 4 PP2019-0009 Multifamily Residential 6 DU
5 Tract 37085 (DPR2019-0024, CUP2022-0004) Multifamily Residential 9 DU 6 DPR2019-0026, PP2020-0001 Multifamily Residential 16 DU 7 DPR2022-0001, PP2023-00003 Multifamily Residential 4 DU 8 DPR2023-0008 Single Family Residential 2 DU
9 Second Street Housing (DPR2023-0026, PP2023-0011) Affordable Housing 25 DU 10 Second Street Family Affordable Housing 115 DU
11 DPR2023-0038 Single Family Residential 2 DU
12 LA Fitness International (PP2018-0005, PM37452) LA Fitness Gym 37.000 TSF Commercial Retail 9.300 TSF
13 PP2022-0001, CUP2022-0002 EV Charging Station & Car Wash -- 14 DPR2022-0014, GPA2022-0003 Warehousing 162.480 TSF
15 DPR2022-0031, GPA2023-0004 & PP2023-0007 Gas Station w/ Convenience Market 12 VFP Fast-Food Restaurant w/ Drive-Thru 1.900 TSF
16 DPR2022-0036 Warehousing 7.500 TSF
17 IPT Corona Commerce Center (DPR2023-0009) Warehousing 284.661 TSF 18 DPR2023-0017 Mosque 13.200 TSF
19 Northgate Market (DPR2023-0020) Commercial Retail (Grocery & Retail) 50.000 TSF 20 Toyota (DPR2023-0012, PPM2023-0008) Car Dealership Expansion 49.130 TSF 21 DPR2023-0033 Warehousing 76.674 TSF
22 Asi Development (DPR2023-0036) Gas Station w/ Convenience Market 8 VFP 23 DPR2023-0010, ARC2024-0001 Medical Office 3.560 TSF
24 Trails at Corona Senior Adult (Attached) Housing 116 DU 25 Prado Raceway Racetrack 163 AC
26 TPM 38715 Shopping Center & Fast-Food With Drive Thru 52 TSF 27 Skyline Heights Single Family Detached 291 DU
28 Taco Bell with Drive Thru Fast-Food Restaurant w/ Drive-Thru 2.080 TSF 29 Drive-Thru Restaurant Fast-Food Restaurant w/ Drive-Thru 2.400 TSF 30 Green River Specific Plan Industrial Park 634.381 TSF High-Cube Cold Storage Warehouse 111.950 TSF
Super Convenience Market with Gas Station 12 VFP
Fast-Food Restaurant w/ Drive-Thru 2.500 TSF
Hotel 150 RM
Single Family Detached Residential 32 DU
1 TSF = Thousand Square Feet; DU = Dwelling Units; VFP = Vehicle Fueling Postions
41 Via Del Rio Focused Traffic Study
15701-04 FTS Report
42 4.7 NEAR-TERM TRAFFIC CONDITIONS
The “buildup” approach combines existing traffic counts with a background ambient growth factor to forecast Opening Year (2027) traffic conditions. An ambient growth factor accounts for background (area-wide) traffic increases that occur over time up to the year 2027 from the year 2024. Traffic volumes generated by the Project are then added to assess the near-term traffic conditions. The 2027 roadway network is similar to the Existing conditions roadway network, with the exception of future driveways proposed to be developed by the Project.
The near-term traffic analysis includes the following traffic conditions, with the various traffic components:
• Opening Year Cumulative (2027) Without Project
o Existing 2024 counts
o Ambient growth traffic (6.12%)
o Cumulative Development Traffic
• Opening Year Cumulative (2027) With Project
o Existing 2024 counts
o Ambient growth traffic (6.12%)
o Cumulative Development Traffic
o Project Traffic
42 Via Del Rio Focused Traffic Study
15701-04 FTS Report
43 5 E+P TRAFFIC CONDITIONS
This section discusses the traffic forecasts for E+P conditions and the resulting intersection operations and traffic signal warrant analyses.
5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for E+P traffic conditions are consistent with those shown previously in Exhibit 3-1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for E+P conditions (e.g., intersection and roadway improvements at the Project’s frontage and driveways).
5.2 E+P GROWTH TRAFFIC VOLUME FORECASTS
This scenario includes Existing (2024) traffic volumes plus the addition of Project traffic. This analysis scenario does not include the addition of any ambient background growth or traffic associated with cumulative development projects. The weekday ADT volumes and peak hour volumes which can be expected for E+P traffic conditions are shown in Exhibit 5-1.
5.3 INTERSECTION OPERATIONS ANALYSIS
E+P peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection analysis results are summarized in Table 5-1, which indicate the study area intersection of Via Del Rio at Paseo Grande is anticipated to continue to operate at an unacceptable LOS during the AM peak hour with the addition of Project traffic, consistent with Existing traffic conditions. The intersection operations analysis worksheets for E+P traffic conditions are included in Appendix 5.1.
TABLE 5-1: INTERSECTION ANALYSIS FOR E+P CONDITIONS
Traffic
# Intersection Control2 AM MD PM AM MD PM AM MD PM AM MD PM 1 Via Del Rio & Paseo Grande AWS 45.4 17.3 11.9 E C B 48.2 16.6 12.3 E C B 2 Via Del Rio & Kirkwood Dr. CSS 13.2 12.1 11.0 B B B 13.3 12.0 11.1 B B B 3 Via Del Rio & Driveway 1 CSS 10.7 9.1 9.0 B A A
4 Via Del Rio & Avenida Del Vista TS 16.0 14.2 13.7 B B B 16.1 14.3 13.8 B B B 5 Driveway 2 & Avenida Del Vista CSS 9.6 9.5 9.4 A A A
* BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 AWS = All-Way Stop; CSS = Cross-Street Stop; TS = Traffic Signal; CSS = Improvement Future Intersection
Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
Existing (2024) E+P
Level of Service
Future Intersection
Delay1 (secs.) Level of Service Delay1
(secs.)
43 SITE
EXHIBIT 5-1 : E+P TRAFFIC VOLUMES (SHEET 1 OF 2)
N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 0 (9)
159 (98) 43 (250) 41 (4) 6 (4) 21 (5) 64 (64)
176 (118) 245 (51) 290 (156) 30 (15) 7 (15) 17 (50) 38 (17) 45 (29) 29 (26) 526 (193) 237 (326) 6 (4) 285 (358) 1 (3) 652 (215) 0 (0) 154 (45) 35 (106) 26 (27) 18 (71) 87 (43) 81 (37) 34 (21) 61 (63) 15 (24) 21 (26) 418 (136) 180 (244) 0 (1) 205 (171) 10 (7) 1 (1) 4 (14)164 (117) LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 (00) = Peak Hour Intersection Volume AM (PM)
00 = Average Daily Trips (1000's)
8.7 4.6 7.9
7.9 7.7
7.7 4.4
3.7 4.0
6.5 8.5
1.1 1.7
44 SITE
EXHIBIT 5-1 : E+P TRAFFIC VOLUMES (SHEET 2 OF 2)
N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 7
164
163 8
7 24
89 216 77 14518 1938
25 29 19211 282 4 0
2 255 32765
85 39 6580
51 26
68 34141 22 182 1
182
7 1
10 160 LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 = Peak Hour Intersection Volume MD
00 = Average Daily Trips (1000's)
8.7 4.6 7.9
7.9 7.7
7.7 4.4
3.7 4.0
6.5 8.5
1.1 1.7
45 Via Del Rio Focused Traffic Study
15701-04 FTS Report
46 5.4 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants have been performed (based on CA MUTCD) for E+P traffic conditions based on peak hour volumes. There are no unsignalized study area intersections anticipated to meet a traffic signal warrant under E+P (see Appendix 5.2).
5.5 DEFICIENCIES AND IMPROVEMENTS
This section provides a summary of Project deficiencies and improvements based on the City of Corona deficiency criteria discussed in Section 2.5 Deficiency Criteria. Intersection improvements necessary to improve project-related traffic deficiencies are shown in Table 5-2. Table 5-2 indicates the physical improvements needed to address LOS deficiencies at each of the study area intersections under E+P traffic conditions. Improvements have been identified to bring the E+P deficiencies back to acceptable levels. Intersection analysis worksheets for E+P traffic conditions, with improvements, are provided in Appendix 5.3.
It should be noted that the morning deficiency occurs over a 20 to 30-minute period with morning drop-offs occurring at the surrounding existing schools in conjunction with morning commute traffic.
The MD peak period was evaluated in addition to the typical AM and PM peak hour due to the proximity of existing schools to the study area (Coronita Elementary School, Cesar Chavez Academy, and Corona High School).
The installation of a traffic signal at the intersection of Via Del Rio and Paseo Grande is required to bring the intersection back to acceptable LOS during the AM peak hour. However, because of the location of the intersection within an existing residential area, the County of Riverside may not favor the installation of a traffic signal at this location to address a morning deficiency that occurs over a 20 to 30-minute period. The County may consider other alternative traffic controls could also be explored such as the implementation of a roundabout.
TABLE 5-2: INTERSECTION ANALYSIS FOR E+P CONDITIONS WITH IMPROVEMENTS Delay2 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control3 L T R L T R L T R L T R AM MD PM AM MD PM 1 Via Del Rio & Paseo Grande
Without Improvements AWS 0 1 0 0 1 0 0 1 0 0 1 0 48.2 16.6 12.3 E C B With Improvements - Option 1 TS 0 1 0 0 1 0 0 1 0 0 1 0 12.0 8.4 7.8 B A A With Improvements - Option 2 RA 0 1 0 0 1 0 0 1 0 0 1 0 9.4 6.8 5.5 A A A * BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2
3 AWS = All-Way Stop; TS = Traffic Signal; RA = Roundabout; TS = Improvement 4 The installation of a traffic signal is required to bring the intersection to acceptable LOS during the peak hours. However, because of the location of the intersection in a residential area, the County of Riverside staff is unlikely to support the installation of a traffic signal which would only be beneficial during the school drop-off and pick-up periods which occurs over a total of 30 to 40 minutes out of the 24-hour day. An alternative to the traffic signal is the implementation of a roundabout.
Intersection Approach Lanes1
When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
L = Left; T = Through; R = Right; 1 = Improvement
Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
46 Via Del Rio Focused Traffic Study
15701-04 FTS Report
47 6 OPENING YEAR CUMULATIVE (2027) TRAFFIC CONDITIONS
This section discusses the methods used to develop Opening Year Cumulative (2027) Without and With Project traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses.
6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Opening Year Cumulative (2027) conditions are consistent with those shown previously in Exhibit 3-1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Opening Year Cumulative (2027) With Project conditions (e.g., intersection and roadway improvements at the Project’s frontage and driveways). • Driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for Opening Year Cumulative (2027) Without Project conditions only (e.g., intersection and roadway improvements along the cumulative development’s frontages).
6.2 OPENING YEAR CUMULATIVE (2027) WITHOUT PROJECT GROWTH TRAFFIC
VOLUME FORECASTS
This scenario includes Existing (2024) traffic volumes plus an ambient growth factor of 6.12% and the addition of traffic from cumulative development traffic. The weekday ADT volumes and peak hour volumes which can be expected for Opening Year Cumulative (2027) Without Project traffic conditions are shown in Exhibit 6-1.
6.3 OPENING YEAR CUMULATIVE (2027) WITH PROJECT GROWTH TRAFFIC
VOLUME FORECASTS
This scenario includes Existing (2024) traffic volumes plus an ambient growth factor of 6.12%, the addition of traffic from cumulative development traffic, and the addition of Project traffic. The weekday ADT volumes and peak hour volumes which can be expected for Opening Year Cumulative (2027) With Project traffic conditions are shown in Exhibit 6-2.
47 SITE
EXHIBIT 6-1 : OPENING YEAR CUMULATIVE (2027) WITHOUT TRAFFIC VOLUMES (SHEET 1 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 0 (10) 259 (194) 47 (260) 44 (4) 6 (4) 30 (13) 69 (66) 244 (182) 257 (52) 311 (170) 33 (17) 15 (24) 18 (53) 40 (18) 48 (31) 31 (28) 560 (207) 262 (347) 0 (0) 0 (0) 0 (0) 698 (235) 309 (378) 159 (45) 34 (110) 26 (29) 21 (77) 90 (35) 86 (38) 36 (22) 64 (65) 16 (25) 21 (25) 453 (152) 198 (266) 0 (0) 220 (183) 0 (0) 0 (0) 0 (0) 175 (125) LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 (00) = Peak Hour Intersection Volume AM (PM)
00 = Average Daily Trips (1000's)
11.8 8.0 8.2
8.8 8.6
8.6 4.7
4.0 4.3
7.2 9.5
0.8 1.8
48 SITE
EXHIBIT 6-1 : OPENING YEAR CUMULATIVE (2027) WITHOUT TRAFFIC VOLUMES (SHEET 2 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 7289
181 8
7 39
100
356 8522 173 3240
27 31 20 249 324 0
0 0 284 355668843 7277 5329
71 36 16622 205 0
197 0
0 0
171 LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 = Peak Hour Intersection Volume MD
00 = Average Daily Trips (1000's)
11.8 8.0 8.2
8.8 8.6
8.6 4.7
4.0 4.3
7.2 9.5
0.8 1.8
49 SITE
EXHIBIT 6-2 : OPENING YEAR CUMULATIVE (2027) WITH TRAFFIC VOLUMES (SHEET 1 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 0 (10) 259 (194) 47 (266) 44 (4) 6 (4) 30 (13) 69 (69) 244 (182) 260 (54) 316 (174) 33 (17) 15 (24) 18 (53) 40 (18) 48 (31) 31 (28) 568 (214) 262 (355) 6 (4) 0 (0) 1 (3) 702 (238) 312 (389) 163 (48) 37 (112) 29 (31) 21 (77) 93 (46) 86 (39) 36 (22) 65 (67) 16 (25) 22 (27) 454 (154) 198 (266) 0 (1) 220 (183) 10 (7) 1 (1) 4 (14) 175 (125) LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 (00) = Peak Hour Intersection Volume AM (PM)
00 = Average Daily Trips (1000's)
11.9 8.0 8.7
8.8 8.6
8.6 4.7
4.0 4.4
7.2 9.5
1.1 1.8
50 SITE
EXHIBIT 6-2 : OPENING YEAR CUMULATIVE (2027) WITH TRAFFIC VOLUMES (SHEET 2 OF 2) N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
Via Del Rio
& Paseo Grande
1 Via Del Rio
& Kirkwood Dr.
2 Via Del Rio
& Driveway 1
3 Via Del Rio
& Avenida Del Vista
4 Driveway 2
& Avenida Del Vista
5 7289
175
8 7
39 97
356 8222 168 3240
27 31 20241 316 4 0
2 287 36369
90 45 7285
54 29
72 3623 167 205 1
197
7 1
10 171 LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 = Peak Hour Intersection Volume MD
00 = Average Daily Trips (1000's)
11.9 8.0 8.7
8.8 8.6
8.6 4.7
4.0 4.4
7.2 9.5
1.1 1.8
51 Via Del Rio Focused Traffic Study
15701-04 FTS Report
52 6.4 INTERSECTION OPERATIONS ANALYSIS
Opening Year Cumulative (2027) peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection analysis results are summarized in Table 6-1, which indicates the study area intersection of Via Del Rio at Paseo Grande is anticipated to operate at an unacceptable LOS during both the AM and MD peak hours under both Opening Year Cumulative (2027) Without and With Project traffic conditions. The intersection operations analysis worksheets for Opening Year Cumulative (2027) Without Project and With Project traffic conditions are included in Appendices 6.1 and 6.2, respectively.
TABLE 6-1: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2027) CONDITIONS
6.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants have been performed (based on CA MUTCD) for Opening Year Cumulative (2027) traffic conditions based on peak hour or ADT volumes. There are no unsignalized study area intersections anticipated to meet a traffic signal warrant under Opening Year Cumulative (2027) Without or With Project traffic conditions (see Appendices 6.3 and 6.4, respectively).
6.6 DEFICIENCIES AND IMPROVEMENTS
This section provides a summary of Project deficiencies and improvements based on the City of Corona deficiency criteria discussed in Section 2.5 Deficiency Criteria. Intersection improvements necessary to improve project-related traffic deficiencies are shown in Table 6-2. Table 6-2 indicates the physical improvements needed to address LOS deficiencies at each of the study area intersections under Opening Year Cumulative (2027) traffic conditions. The improvements have been identified to bring the Opening Year Cumulative (2027) deficiencies back to acceptable levels. Intersection analysis worksheets for Opening Year Cumulative (2027) traffic conditions, with improvements, are provided in Appendix 6.5.
Traffic
# Intersection Control2 AM MD PM AM MD PM AM MD PM AM MD PM 1 Via Del Rio & Paseo Grande AWS >100.0 72.6 18.2 F F C >100.0 67.1 19.0 F F C 2 Via Del Rio & Kirkwood Dr. CSS 14.0 12.7 11.3 B B B 14.0 12.6 11.4 B B B 3 Via Del Rio & Driveway 1 CSS 10.9 9.2 9.0 B A A
4 Via Del Rio & Avenida Del Vista TS 16.3 14.4 13.9 B B B 16.4 14.5 14.0 B B B 5 Driveway 2 & Avenida Del Vista CSS 9.7 9.6 9.5 A A A
* BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2 AWS = All-Way Stop; CSS = Cross-Street Stop; TS = Traffic Signal; CSS = Improvement Future Intersection
Future Intersection
Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
Without Project With Project
Delay1
(secs.) Level of Service Delay1
(secs.) Level of Service
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15701-04 FTS Report
53 TABLE 6-2: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2027) CONDITIONS
WITH IMPROVEMENTS
Delay2 Level of
Traffic Northbound Southbound Eastbound Westbound (secs.) Service # Intersection Control3 L T R L T R L T R L T R AM MD PM AM MD PM 1 Via Del Rio & Paseo Grande
Without Improvements AWS 0 1 0 0 1 0 0 1 0 0 1 0 >100.0 67.1 19.0 F F C With Improvements - Option 1 TS 0 1 0 0 1 0 0 1 0 0 1 0 17.1 10.5 8.5 B B A With Improvements - Option 2 RA 0 1 0 0 1 0 0 1 0 0 1 0 12.7 9.8 6.7 B A A * BOLD = Level of Service (LOS) does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 2
3 AWS = All-Way Stop; TS = Traffic Signal; RA = Roundabout; TS = Improvement 4 The installation of a traffic signal is required to bring the intersection to acceptable LOS during the peak hours. However, because of the location of the intersection in a residential area, the County of Riverside staff is unlikely to support the installation of a traffic signal which would only be beneficial during the school drop-off and pick-up periods which occurs over a total of 30 to 40 minutes out of the 24-hour day. An alternative to the traffic signal is the implementation of a roundabout.
Intersection Approach Lanes1
When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes.
L = Left; T = Through; R = Right; 1 = Improvement
Per the Highway Capacity Manual (7th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown.
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55 7 LOCAL AND REGIONAL FUNDING MECHANISMS
Transportation improvements within the City of Corona are funded through a combination of improvements constructed by the Project, development impact fee programs or fair share contributions. Fee programs applicable to the Project are described below.
7.1 CITY OF CORONA DEVELOPMENT IMPACT FEE (DIF) PROGRAM The Project will also be subject to City of Corona’s DIF program which includes a component for streets and signals. A City-wide impact fee is necessary to finance the projects necessary to support local new development and not supported by the TUMF schedule. The latest City of Corona DIF fee schedule went into effect on May 16, 2022.
7.2 TRANSPORTATION UNIFORM MITIGATION FEE (TUMF) PROGRAM The TUMF program is administered by the WRCOG based upon a regional Nexus Study most recently updated in 2016 to address major changes in right-of-way acquisition and improvement cost factors. (7) This regional program was put into place to ensure that development pays its fair share, and that funding is in place for construction of facilities needed to maintain the requisite LOS and critical to mobility in the region. TUMF is a truly regional fee program and is imposed and implemented in every jurisdiction in Western Riverside County. TUMF guidelines empower a local zone committee to prioritize and arbitrate certain projects. The Project is located in the Temescal Canyon Area Plan. The zone has developed a 5-year capital improvement program to prioritize public construction of certain roads. TUMF is focused on improvements necessitated by regional growth.
7.3 FAIR SHARE CONTRIBUTION
Project improvements may include a combination of fee payments to established programs, construction of specific improvements, payment of a fair share contribution toward future improvements, or a combination of these approaches. Improvements constructed by development may be eligible for a fee credit or reimbursement through the program where appropriate. When offsite improvements are identified with a minor share of responsibility assigned to proposed development, the approving jurisdiction may elect to collect a fair share contribution or require the development to construct improvements. Detailed fair share calculations, for each peak hour, have been provided in Table 7-1 for the applicable deficient study area intersection of Via Del Rio and Paseo Grande. These fees are collected with the proceeds solely used as part of a funding mechanism aimed at ensuring that regional highways and arterial expansions keep pace with the projected population increases.
TABLE 7-1: PROJECT FAIR SHARE CALCULATIONS
# Intersection
Project Delay
Increase D(p)
2027 WP Total
Delay D(t)
Acceptable
Delay D(a)
Project % of
New Traffic
1 Via Del Rio & Paseo Grande
AM: 4.10 105.1 35.0 5.8%
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57 8 REFERENCES
1. City of Corona. Traffic Impact Study Guidelines. City of Corona : s.n., July 2006.
2. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021.
3. VRPA Technologies, Inc. for Riverside County Transportation Commission. Riverside County Long Range Transportation Study. County of Riverside : VRPA Technologies, Inc., December 2019.
4. Transportation Research Board. Highway Capacity Manual (HCM). 7th Edition. s.l. : National Academy of Sciences, 2022.
5. California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). 2014, Updated March 30, 2021 (Revision 6).
6. City of Corona. 2020-2040 General Plan. Corona : s.n., 2020.
7. Western Riverside Council of Governments. Transportation Uniform MItigation Fee Nexus Study.
County of Riverside : s.n., 2016 Update.
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APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT
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DATE: March 12, 2024
TO: Rosie Ureno, City of Corona
FROM: Charlene So, Urban Crossroads
JOB NO: 15701-02 TA Scope
VIA DEL RIO (DPR2023-0029) FOCUSED TRAFFIC STUDY SCOPING
AGREEMENT
Urban Crossroads, Inc. is pleased to submit this Focused Traffic Study scoping letter for the Via Del Rio development (Project), located on the northeast corner of Via Del Rio and Avenida Del Vista in the City of Corona. This letter describes the proposed Project trip generation, trip distribution, and analysis methodology, which have been used to establish the draft proposed Project study area and analysis locations. The following scope of work is based on the City’s Traffic Impact Study Guidelines (July 2006) (City Guidelines). The City’s scoping form is included in Attachment A.
PROPOSED PROJECT
It is our understanding that the Project is to consist of 54 townhomes on approximately 2.8 acres. The site is currently occupied by Iglesia Reformada La Senda, which is a 300-seat church which also operates a religious radio station and a day care on-site. A preliminary site plan for the proposed Project is shown in Exhibit 1. As indicated in Exhibit 1, access to the site will be accommodated via one driveway on Via Del Rio and a driveway on Avenida Del Vista.
1.1-1
Rosie Ureno, City of Corona
March 12, 2024
15701-02 TA Scope
EXHIBIT 1: PRELIMINARY SITE PLAN
TRIP GENERATION
Trip generation represents the amount of traffic, which is both attracted to, and produced by, a development. Determining traffic generation for a specific project is therefore based upon forecasting the amount of traffic that is expected to be both attracted to, and produced by, the specific land uses being proposed for a given development.
EXISTING USES
The site is occupied by an existing 300-seat church. In addition to weekend services, the church also hosts a religious radio station and supports a day care center on Thursdays. In an effort to understand the existing traffic associated with the current uses, trip generation has been determined based on driveway counts collected at the existing driveway on Avenida Del Vista on Thursday, October 19, 2023. The other driveways were closed (gated) and not in use on the day of the traffic counts. Driveway counts are included in Attachment B. The trip generation summary illustrating daily, and peak hour, trip generation estimates for the existing use is shown in Table
1. As shown in Table 1, the existing use currently generates a total of 120 two-way trips per day with 9 AM peak hour trips and 4 PM peak hour trips (weekday only).
1.1-2
Rosie Ureno, City of Corona
March 12, 2024
15701-02 TA Scope
TABLE 1: EXISTING TRIP GENERATION SUMMARY
PROPOSED PROJECT
The proposed Project is to consist of 54 townhomes. In order to develop the traffic characteristics of the proposed Project, trip-generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition, 2021) were used. Table 2 summarizes the trip generation rates for ITE Land Use Code 220. The trip generation summary illustrating daily and peak hour trip generation estimates for the proposed Project are also summarized in Table
2. The proposed Project is anticipated to generate 364 two-way trips per day with 21 AM peak hour trips and 27 PM peak hour trips.
TABLE 2: PROPOSED PROJECT TRIP GENERATION SUMMARY
TRIP GENERATION COMPARISON
Table 3 shows the trip generation comparison between the existing and proposed use. The resulting net new trips are identified in Table 3. As shown, the Project is anticipated to generate an increase of 244 two-way trips per day with 12 more AM peak hour trips and 23 more PM peak hour trips in comparison to the existing uses. The trip generation presented in Table 3 will be utilized to evaluate off-site intersections, however, the full Project trip generation reflected in Table 2 will be evaluated at the Project driveways and site adjacent intersection of Via Del Rio and Avenida Del Vista.
TABLE 3: TRIP GENERATION COMPARISON
Land Use In Out Total In Out Total Daily
Thursday, October 19, 2023
Total Trips 5 4 9 4 0 4 120
AM Peak Hour PM Peak Hour
ITE
Land Use1 Code Units2 In Out Total In Out Total Daily
Multifamily (Low-Rise) Residential 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021. 2 DU = Dwelling Units
Land Use Quantity Units1 In Out Total In Out Total Daily Multifamily (Low-Rise) Residential 54 DU 5 16 21 17 10 27 364 1 DU = Dwelling Units
AM Peak Hour PM Peak Hour
AM Peak Hour PM Peak Hour
In Out Total In Out Total Daily
Existing Use: Church 5 4 9 4 0 4 120
Proposed Project: Multifamily 5 16 21 17 10 27 364
Net Change in Trips 0 12 12 13 10 23 244
AM Peak Hour PM Peak Hour
1.1-3
Rosie Ureno, City of Corona
March 12, 2024
15701-02 TA Scope
TRIP DISTRIBUTION
The Project trip distribution represents the directional orientation of traffic to, and from, the Project site. Trip distribution is the process of identifying the probable destinations, directions, or traffic routes that will be utilized by Project traffic. The potential interaction between the planned land uses and surrounding regional access routes are considered, to identify the route where the Project traffic would distribute. Exhibit 2 shows the Project trip distribution patterns.
EXHIBIT 2: PROJECT TRIP DISTRIBUTION
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Drive
Via Bernardo
LEGEND:
N
= Percent To/From Project
= Trip Distribution
SITE
Dwy. 1
Dwy. 2
1.1-4
Rosie Ureno, City of Corona
March 12, 2024
15701-02 TA Scope
ANALYSIS SCENARIOS
Consistent with the City’s Guidelines, intersection analysis will be provided for the following analysis scenarios:
• Existing (2024) Conditions
• Existing plus Project (E+P) Conditions
• Opening Year Cumulative (2027) Without Project Conditions • Opening Year Cumulative (2027) With Project Conditions All study area intersections will be evaluated using the Highway Capacity Manual (HCM) 7th Edition analysis methodology. The study area that is proposed to be evaluated is shown in Exhibit 3.
EXHIBIT 3: STUDY AREA
ID Intersection
1 Via Del Rio & Paseo Grande
2 Via Del Rio & Kirkwood Dr.
3 Via Del Rio & Driveway 1
4 Via Del Rio & Avenida Del Vista
5 Driveway 2 & Avenida Del Vista
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Drive
Via Bernardo
= Existing Intersection Analysis Location
LEGEND:
N = Future Intersection Analysis Location
0 0
SITE
1 2
4 5
3 1.1-5
Rosie Ureno, City of Corona
March 12, 2024
15701-02 TA Scope
EXISTING COUNT DATA
We are proposing to conduct new traffic counts on a typical weekday when local schools are open and operating on normal bell schedules. Traffic counts will be conducted once the scoping agreement has been approved. Due to the proximity of the Project to existing schools in the vicinity, the traffic counts will be collected for the following peak hours:
• Weekday AM Peak Hour (6:30-9:00 AM)
• Weekday Mid-Day Peak Hour (1:30-3:30 PM)
• Weekday PM Peak Hour (4:00-6:00 PM)
AMBIENT GROWTH
An ambient growth rate of 2% per year is proposed for the study area intersection to approximate background growth not identified by nearby cumulative development projects. As such, a total of
6.12% will be applied to the baseline (2% per year, compounded over 3 years).
CUMULATIVE PROJECTS
It is requested that the City Planning Department provide current cumulative projects within the study area for inclusion in the Focused Traffic Analysis.
SPECIAL ISSUES
The following special issues will also be addressed:
• Conduct traffic signal warrant analysis for all existing and future unsignalized study area intersections, which also includes the Project driveways. • Conduct a queuing analysis of the Project driveways and the site adjacent intersection of Via Del Rio and Avenida Del Vista.
If you have any questions or comments, I can be reached at [email protected].
1.1-6
15701-02 TA Scope
ATTACHMENT A: CITY SCOPING FORM
1.1-7
15 Exhibit F
Traffic Impact Study Scope – City of Corona
Project Name:
Project Address:
Project Description:
Case Number:
Consultant Developer
Name:
Address:
Telephone:
E-mail:
A. Trip Generation
Proposed Land Use Previous Land Use
Existing Zoning Proposed Zoning
In Out Total
AM Peak Hour
PM Peak Hour
B. Trip Distribution
Attach graphical representation
C. Background Traffic
Project Opening
year:
Growth Rate:
D. Study Intersections
E. Specific Issues to be addressed in the Study
Approved By:
City of Corona Traffic Engineering:
Date:
Charlene So,
Urban Crossroads, Inc.
1133 Camelback St. #8329,
Newport Beach, CA 92658
14211 Yorba Street, Suite 200
Tustin, CA 92780
949-861-0177
[email protected]
N/A
Via Del Rio
Northeast corner of Via Del Rio and Avenida Del Vista
Meritage Homes
949-299-3833
Church
R3
HDR
R3
5 1. Via Del Rio & Paseo Grande
2. Via Del Rio & Kirkwood Dr.
3. Via Del Rio & Driveway 1
See attached memo
2027
54 townhomes
21 17 10
16 27
4. Via Del Rio & Avenida Del Vista
5. Driveway 2 & Avenida Del Vista
1.1-8
15701-02 TA Scope
ATTACHMENT B: DRIVEWAY COUNTS
1.1-9
City:
Location:
Date:
Count Type:
Pass
Veh
Large
2 Axle 3 Axle 4+ Axle Total
Pass
Veh
Large
2 Axle 3 Axle 4+ Axle Total
0:00 0 0 0 0 0 0:00 0 0 0 0 0
0:15 0 0 0 0 0 0:15 0 0 0 0 0
0:30 0 0 0 0 0 0:30 0 0 0 0 0
0:45 0 0 0 0 0 0:45 0 0 0 0 0
1:00 0 0 0 0 0 1:00 0 0 0 0 0
1:15 0 0 0 0 0 1:15 0 0 0 0 0
1:30 0 0 0 0 0 1:30 0 0 0 0 0
1:45 0 0 0 0 0 1:45 0 0 0 0 0
2:00 0 0 0 0 0 2:00 0 0 0 0 0
2:15 0 0 0 0 0 2:15 0 0 0 0 0
2:30 0 0 0 0 0 2:30 0 0 0 0 0
2:45 0 0 0 0 0 2:45 0 0 0 0 0
3:00 0 0 0 0 0 3:00 0 0 0 0 0
3:15 0 0 0 0 0 3:15 0 0 0 0 0
3:30 0 0 0 0 0 3:30 0 0 0 0 0
3:45 0 0 0 0 0 3:45 0 0 0 0 0
4:00 0 0 0 0 0 4:00 0 0 0 0 0
4:15 0 0 0 0 0 4:15 0 0 0 0 0
4:30 0 0 0 0 0 4:30 0 0 0 0 0
4:45 0 0 0 0 0 4:45 0 0 0 0 0
5:00 0 0 0 0 0 5:00 0 0 0 0 0
5:15 0 0 0 0 0 5:15 0 0 0 0 0
5:30 0 0 0 0 0 5:30 0 0 0 0 0
5:45 0 0 0 0 0 5:45 0 0 0 0 0
6:00 0 0 0 0 0 6:00 0 0 0 0 0
6:15 0 0 0 0 0 6:15 0 0 0 0 0
6:30 0 0 0 0 0 6:30 0 0 0 0 0
6:45 0 0 0 0 0 6:45 0 0 0 0 0
7:00 0 0 0 0 0 7:00 0 0 0 0 0
7:15 0 0 0 0 0 7:15 0 0 0 0 0
7:30 2 0 0 0 2 7:30 0 0 0 0 0
7:45 2 0 0 0 2 7:45 3 0 0 0 3
8:00 1 0 0 0 1 8:00 1 0 0 0 1
8:15 0 0 0 0 0 8:15 0 0 0 0 0
8:30 0 0 0 0 0 8:30 0 0 0 0 0
8:45 0 0 0 0 0 8:45 0 0 0 0 0
9:00 0 0 0 0 0 9:00 0 0 0 0 0
9:15 0 0 0 0 0 9:15 0 0 0 0 0
9:30 0 0 0 0 0 9:30 0 0 0 0 0
9:45 0 0 0 0 0 9:45 0 0 0 0 0
10:00 0 0 0 0 0 10:00 0 0 0 0 0
10:15 0 0 0 0 0 10:15 0 0 0 0 0
10:30 0 0 0 0 0 10:30 0 0 0 0 0
10:45 0 0 0 0 0 10:45 0 0 0 0 0
11:00 0 0 0 0 0 11:00 0 0 0 0 0
11:15 0 0 0 0 0 11:15 1 0 0 0 1
11:30 0 0 0 0 0 11:30 1 0 0 0 1
11:45 0 0 0 0 0 11:45 0 0 0 0 0
Exiting
Corona
1717 Via Del Rio - Ave Del Vista South Drivewa
Thursday, October 19, 2023
Classified Driveway Count
Entering
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
1.1-10
City:
Location:
Date:
Count Type:
Pass
Veh
Large
2 Axle 3 Axle 4+ Axle Total
Pass
Veh
Large
2 Axle 3 Axle 4+ Axle Total
Exiting
Corona
1717 Via Del Rio - Ave Del Vista South Drivewa
Thursday, October 19, 2023
Classified Driveway Count
Entering
12:00 1 0 0 0 1 12:00 0 0 0 0 0
12:15 0 0 0 0 0 12:15 0 0 0 0 0
12:30 0 0 0 0 0 12:30 0 0 0 0 0
12:45 0 0 0 0 0 12:45 0 0 0 0 0
13:00 0 0 0 0 0 13:00 0 0 0 0 0
13:15 0 0 0 0 0 13:15 0 0 0 0 0
13:30 2 0 0 0 2 13:30 0 0 0 0 0
13:45 10 0 0 0 10 13:45 2 0 0 0 2
14:00 14 0 0 0 14 14:00 3 0 0 0 3
14:15 1 0 0 0 1 14:15 19 0 0 0 19
14:30 0 0 0 0 0 14:30 0 0 0 0 0
14:45 0 0 0 0 0 14:45 0 0 0 0 0
15:00 1 0 0 0 1 15:00 1 0 0 0 1
15:15 0 0 0 0 0 15:15 0 0 0 0 0
15:30 0 0 0 0 0 15:30 0 0 0 0 0
15:45 0 0 0 0 0 15:45 0 0 0 0 0
16:00 0 0 0 0 0 16:00 1 0 0 0 1
16:15 0 0 0 0 0 16:15 0 0 0 0 0
16:30 0 0 0 0 0 16:30 0 0 0 0 0
16:45 0 0 0 0 0 16:45 0 0 0 0 0
17:00 0 0 0 0 0 17:00 0 0 0 0 0
17:15 0 0 0 0 0 17:15 0 0 0 0 0
17:30 1 0 0 0 1 17:30 0 0 0 0 0
17:45 3 0 0 0 3 17:45 0 0 0 0 0
18:00 3 0 0 0 3 18:00 0 0 0 0 0
18:15 0 0 0 0 0 18:15 0 0 0 0 0
18:30 1 0 0 0 1 18:30 0 0 0 0 0
18:45 7 0 0 0 7 18:45 2 0 0 0 2
19:00 6 0 0 0 6 19:00 1 0 0 0 1
19:15 2 0 0 0 2 19:15 1 0 0 0 1
19:30 1 0 0 0 1 19:30 0 0 0 0 0
19:45 1 0 0 0 1 19:45 1 0 0 0 1
20:00 0 0 0 0 0 20:00 1 0 0 0 1
20:15 1 0 0 0 1 20:15 1 0 0 0 1
20:30 0 0 0 0 0 20:30 4 0 0 0 4
20:45 0 0 0 0 0 20:45 5 0 0 0 5
21:00 0 0 0 0 0 21:00 1 0 0 0 1
21:15 0 0 0 0 0 21:15 11 0 0 0 11
21:30 0 0 0 0 0 21:30 0 0 0 0 0
21:45 0 0 0 0 0 21:45 0 0 0 0 0
22:00 0 0 0 0 0 22:00 0 0 0 0 0
22:15 0 0 0 0 0 22:15 0 0 0 0 0
22:30 0 0 0 0 0 22:30 0 0 0 0 0
22:45 0 0 0 0 0 22:45 0 0 0 0 0
23:00 0 0 0 0 0 23:00 0 0 0 0 0
23:15 0 0 0 0 0 23:15 0 0 0 0 0
23:30 0 0 0 0 0 23:30 0 0 0 0 0
23:45 0 0 0 0 0 23:45 0 0 0 0 0
TOTAL 60 0 0 0 60 60 0 0 0 60
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
1.1-11
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APPENDIX 1.2: SITE ADJACENT QUEUES
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Queuing and Blocking Report
Opening Year Cumulative (2027) With Project - AM Peak Hour WITH IMPROVEMENTS05/03/2024 OYC WP AM Via Del Rio (JN 15701) SimTraffic Report
Urban Crossroads, Inc. Page 1
Intersection: 3: Via Del Rio
Movement WB SB SB
Directions Served R T T
Maximum Queue (ft) 30 25 6
Average Queue (ft) 5 1 0
95th Queue (ft) 24 15 4
Link Distance (ft) 240 505 505
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Via Del Rio & Avenida Del Vista
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 86 134 71 141 52 160 253 69 90 85
Average Queue (ft) 39 45 21 60 9 61 129 37 36 36
95th Queue (ft) 75 94 55 110 36 151 208 65 75 71
Link Distance (ft) 1296 171 893 80 80
Upstream Blk Time (%) 0 0 1 0
Queuing Penalty (veh) 0 0 1 1
Storage Bay Dist (ft) 50 50 90 90 75
Storage Blk Time (%) 8 6 2 12 0 17 0 1
Queuing Penalty (veh) 8 5 4 3 1 42 0 1
Intersection: 5: Avenida Del Vista
Movement EB WB SB
Directions Served LT TR LR
Maximum Queue (ft) 19 6 31
Average Queue (ft) 1 0 9
95th Queue (ft) 9 4 32
Link Distance (ft) 171 795 215
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 66
1.2-1
Queuing and Blocking Report
Opening Year Cumulative (2027) With Project - MD Peak Hour WITH IMPROVEMENTS05/03/2024 OYC WP MD Via Del Rio (JN 15701) SimTraffic Report
Urban Crossroads, Inc. Page 1
Intersection: 3: Via Del Rio & Driveway 1
Movement WB SB
Directions Served R T
Maximum Queue (ft) 11 6
Average Queue (ft) 2 2
95th Queue (ft) 15 13
Link Distance (ft) 252 496
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Via Del Rio & Avenida Del Vista
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 43 57 47 114 41 54 93 54 52 83
Average Queue (ft) 28 35 26 63 24 13 59 39 32 59
95th Queue (ft) 50 68 58 125 52 68 112 68 59 100
Link Distance (ft) 1296 182 892 92 92
Upstream Blk Time (%) 0 2
Queuing Penalty (veh) 0 4
Storage Bay Dist (ft) 50 50 90 90 75
Storage Blk Time (%) 1 3 2 10 2 0 0
Queuing Penalty (veh) 1135 200
Intersection: 5: Avenida Del Vista & Driveway 2
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 12 23
Average Queue (ft) 2 8
95th Queue (ft) 16 30
Link Distance (ft) 182 249
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 17
1.2-2
Queuing and Blocking Report
Opening Year Cumulative (2027) With Project - PM Peak Hour WITH IMPROVEMENTS05/03/2024 OYC WP PM Via Del Rio (JN 15701) SimTraffic Report
Urban Crossroads, Inc. Page 1
Intersection: 3: Via Del Rio & Driveway 1
Movement WB SB
Directions Served R T
Maximum Queue (ft) 23 6
Average Queue (ft) 7 1
95th Queue (ft) 27 11
Link Distance (ft) 283 503
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 4: Via Del Rio & Avenida Del Vista
Movement EB EB WB WB NB NB NB SB SB SB
Directions Served L TR L TR L T TR L T TR
Maximum Queue (ft) 38 56 24 88 34 56 99 36 61 78
Average Queue (ft) 16 30 12 50 15 17 56 19 41 50
95th Queue (ft) 46 78 36 99 41 70 106 45 74 87
Link Distance (ft) 1295 182 892 80 80
Upstream Blk Time (%) 0 2
Queuing Penalty (veh) 1 3
Storage Bay Dist (ft) 50 50 90 90 75
Storage Blk Time (%) 1207 2 1
Queuing Penalty (veh) 1102 2 0
Intersection: 5: Avenida Del Vista & Driveway 2
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 6 23
Average Queue (ft) 1 6
95th Queue (ft) 11 25
Link Distance (ft) 182 180
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 10
1.2-3
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APPENDIX 3.1: TRAFFIC COUNTS – APRIL 2024
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T101823
DATE: LOCATION: PROJECT #: SC4539
Tue, Apr 9, 24 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0 X X X X
6:30 AM 38 5 82 1 3 0 0 13 1 6 5 0 154 0 0 0 0 0 0 0 0 0 6:45 AM 29 10 87 2 1 0 0 20 4 11 5 0 169 0 0 0 0 0 0 0 0 0 7:00 AM 71 10 96 2 0 3 0 22 1 10 13 0 228 0 0 0 0 0 0 0 0 0 7:15 AM 57 6 63 1 3 7 4 25 6 9 21 0 202 0 0 0 0 0 0 0 0 0 7:30 AM 66 6 60 2 2 14 7 63 23 11 66 0 320 0 0 0 0 0 0 0 0 0 7:45 AM 48 8 66 1 2 17 10 66 34 13 59 0 324 0 0 0 0 0 0 0 0 0 8:00 AM 23 7 43 1 4 0 7 68 40 15 15 0 223 0 0 0 0 0 0 0 0 0 8:15 AM 15 10 67 1 1 2 1 32 11 20 15 0 175 0 0 0 0 0 0 0 0 0 8:30 AM 25 4 84 4 4 0 1 18 8 18 15 1 182 1 0 0 0 1 0 0 0 0 8:45 AM 13 4 59 0 1 1 1 11 8 11 12 2 123 0 0 0 0 0 0 0 0 0 VOLUMES 385 70 707 15 21 44 31 338 136 124 226 3 2,101 1 0 0 0 1 0 0 0 0 APPROACH % 33% 6% 61% 19% 26% 55% 6% 67% 27% 35% 64% 1% APP/DEPART 1,163 / 104 80 / 282 505 / 1,060 353 / 655 0
BEGIN PEAK HR
VOLUMES 242 30 285 6 7 41 21 176 64 43 159 0 1,074 0 0 0 0 0 0 0 0 APPROACH % 43% 5% 51% 11% 13% 76% 8% 67% 25% 21% 79% 0% PEAK HR FACTOR 0.787 0.675 0.593 0.656 0.829
APP/DEPART 557 / 51 54 / 114 261 / 467 202 / 442 0
Via del Rio
NORTH LEG
Paseo Grande WEST LEG EAST LEG Paseo Grande
SOUTH LEG
Via del Rio
E LEG W LEG S LEG N LEG TOTAL E LEG W LEG S LEG N LEG TOTAL EL WL SL NL TOTAL 6:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 3 0 0 2 5 3 0 0 2 5 0 0 0 0 0
7:15 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
7:30 AM 7 1 1 2 11 7 1 1 2 11 0 0 0 0 0
7:45 AM 1 0 1 0 2 0 0 1 0 1 1 0 0 0 1
8:00 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 1 1 0 3 5 0 1 0 2 3 1 0 0 1 2
8:45 AM 1 0 0 1 2 0 0 0 0 0 1 0 0 1 2
TOTAL 14 2 2 10 28 11 2 2 8 23 3 0 0 2 5
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Corona
Via del Rio
Paseo Grande
U-TURNS
Via del Rio Via del Rio Paseo Grande Paseo Grande
BICYCLE & SCOOTER CROSSINGS
AM
PEDESTRIAN CROSSINGS
AM
7:00 AM
ALL PED + BIKE & SCOOTER
3.1-1
80 44 21 15 TOTAL 104
0 0 0 0 PM 0
80 44 21 15 AM 104
353
0 353
655
0 655
3 0 3
226
0 226
TOTAL
PM
AM
124
0 124
31 0
31 AM
PM
TOTAL
338
0 338
136
0 136
1,060
0 1,060
505
0 505
282 AM 385 70 707 1,163
0 PM 0 0 0 0
282 TOTAL 385 70 707 1,163
54 41 7 6 TOTAL 51
0 0 0 0 PM 0
54 41 7 6 AM 51
202
0 202
442
0 442
0 0 0
159
0 159
TOTAL
PM
AM
AM 7:00 AM
8:15 AM
43 0
43 21
0 21
#N/A
AM
PM
TOTAL
176
0 176
PM 3:00 PM
3:45 PM
64 0
64 467
0 467
261
0 261
114 AM 242 30 285 557
0 PM 0 0 0 0
114 Total 242 30 285 557
Via del Rio
AimTD LLC
TURNING MOVEMENT COUNTS
Via del Rio
Paseo Grande
Paseo Grande
ALL HOURS
Via del Rio
Via del Rio
Paseo Grande
Paseo Grande
PEAK HOUR
Corona
SC4539
3.1-2
T101823
DATE: LOCATION: PROJECT #: SC4539
Tue, Apr 9, 24 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0 X X X X
1:30 PM 15 3 37 1 1 6 1 28 5 37 36 0 170 0 0 0 0 0 0 0 0 0 1:45 PM 17 3 37 4 3 4 0 14 10 35 35 1 163 0 0 0 1 1 0 0 0 0 2:00 PM 15 4 27 2 2 3 2 34 17 41 47 2 196 0 0 0 0 0 0 0 0 0 2:15 PM 28 6 44 1 3 3 14 73 24 42 53 0 291 0 0 0 0 0 0 0 0 0 2:30 PM 19 6 43 1 8 2 8 67 36 37 40 3 270 0 0 0 0 0 0 0 0 0 2:45 PM 18 2 36 3 6 0 0 42 15 49 24 2 197 0 0 0 0 0 0 0 0 0 3:00 PM 12 2 45 1 1 0 0 16 9 42 34 3 165 0 0 0 0 0 0 0 0 0 3:15 PM 14 10 38 0 1 3 0 18 18 57 18 2 179 0 0 0 0 0 0 0 0 0 VOLUMES 138 36 307 13 25 21 25 292 134 340 287 13 1,632 0 0 0 1 1 0 0 0 0 APPROACH % 29% 7% 64% 22% 42% 36% 6% 65% 30% 53% 45% 2% APP/DEPART 481 / 74 59 / 499 451 / 613 641 / 446 0
BEGIN PEAK HR
VOLUMES 80 18 150 7 19 8 24 216 92 169 164 7 954 0 0 0 0 0 0 0 0 APPROACH % 32% 7% 60% 21% 56% 24% 7% 65% 28% 50% 48% 2% PEAK HR FACTOR 0.795 0.773 0.748 0.895 0.820
APP/DEPART 248 / 49 34 / 280 332 / 373 340 / 252 0
4:00 PM 15 6 50 0 5 0 1 31 15 67 24 0 214 0 0 0 0 0 0 0 0 0 4:15 PM 11 4 43 1 3 1 2 26 12 59 28 2 192 0 0 0 0 0 0 0 0 0 4:30 PM 20 1 29 3 2 0 1 15 18 57 28 2 176 0 0 0 0 0 0 0 0 0 4:45 PM 3 4 30 0 5 3 1 46 16 61 18 5 192 0 0 0 0 0 0 0 0 0 5:00 PM 13 5 35 3 4 1 2 21 14 63 10 4 175 0 0 0 0 0 0 0 0 0 5:15 PM 5 2 42 4 3 1 0 24 15 71 13 1 181 0 0 0 0 0 0 0 0 0 5:30 PM 12 5 37 2 6 2 1 19 13 62 33 2 194 0 0 0 0 0 0 0 0 0 5:45 PM 10 4 34 3 4 0 1 12 12 70 39 1 190 0 0 0 0 0 0 0 0 0 VOLUMES 89 31 300 16 32 8 9 194 115 510 193 17 1,514 0 0 0 0 0 0 0 0 0 APPROACH % 21% 7% 71% 29% 57% 14% 3% 61% 36% 71% 27% 2% APP/DEPART 420 / 57 56 / 657 318 / 510 720 / 290 0
BEGIN PEAK HR
VOLUMES 49 15 152 4 15 4 5 118 61 244 98 9 774 0 0 0 0 0 0 0 0 APPROACH % 23% 7% 70% 17% 65% 17% 3% 64% 33% 70% 28% 3% PEAK HR FACTOR 0.761 0.719 0.730 0.964 0.904
APP/DEPART 216 / 29 23 / 320 184 / 274 351 / 151 0
Via del Rio
NORTH LEG
Paseo Grande WEST LEG EAST LEG Paseo Grande
SOUTH LEG
Via del Rio
E LEG W LEG S LEG N LEG TOTAL E LEG W LEG S LEG N LEG TOTAL EL WL SL NL TOTAL 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:45 PM 3 0 0 5 8 3 0 0 5 8 0 0 0 0 0
2:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:15 PM 10 0 1 18 29 10 0 1 18 29 0 0 0 0 0
2:30 PM 10 0 0 10 20 10 0 0 10 20 0 0 0 0 0
2:45 PM 0 0 1 2 3 0 0 1 2 3 0 0 0 0 0
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 1 0 0 2 3 1 0 0 2 3 0 0 0 0 0
TOTAL 24 0 2 37 63 24 0 2 37 63 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 1 0 1 1 3 0 0 1 1 2 1 0 0 0 1
4:30 PM 2 1 0 0 3 2 1 0 0 3 0 0 0 0 0
4:45 PM 4 1 0 2 7 4 1 0 2 7 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 1 1 0 2 4 1 0 0 2 3 0 1 0 0 1
5:30 PM 0 1 0 1 2 0 0 0 1 1 0 1 0 0 1
5:45 PM 1 0 1 1 3 1 0 1 1 3 0 0 0 0 0
TOTAL 9 4 2 7 22 8 2 2 7 19 1 2 0 0 3
BICYCLE & SCOOTER CROSSINGS
PM
PEDESTRIAN CROSSINGS
PM2 PM
2:00 PM
PM2
4:00 PM
ALL PED + BIKE & SCOOTER
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Corona
Via del Rio
Paseo Grande
U-TURNS
Via del Rio Via del Rio Paseo Grande Paseo Grande
3.1-3
115 29 57 29 TOTAL 131
56 8 32 16 PM2 57
59 21 25 13 PM 74
641 720
1,361
736 290 446
13 17 30
287 193 480
TOTAL
PM2
PM
340 510 850
34 9
25 PM
PM2
TOTAL
486 194 292
249 115 134
613 510
1,123
769 318 451
499 PM 138 36 307 481
657 PM2 89 31 300 420
1,156 TOTAL 227 67 607 901
57 12 34 11 TOTAL 78
23 4 15 4 PM2 29
34 8 19 7 PM 49
340 351 691
403 151 252
7 9
16 164
98 262
TOTAL
PM2
PM
PM 2:00 PM
3:15 PM
169 244 413
29 5
24 #N/A
PM
PM2
TOTAL
334 118 216
PM2 4:00 PM
3:45 PM
153
61 92
373 274 647
516 184 332
280 PM 80 18 150 248
320 PM2 49 15 152 216
600 Total 129 33 302 464
Via del Rio
AimTD LLC
TURNING MOVEMENT COUNTS
Via del Rio
Paseo Grande
Paseo Grande
ALL HOURS
Via del Rio
Via del Rio
Paseo Grande
Paseo Grande
PEAK HOUR
Corona
SC4539
3.1-4
T101823
DATE: LOCATION: PROJECT #: SC4539
Tue, Apr 9, 24 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: STOP E
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X 0 0 0 0 X X X X
6:30 AM 4 112 0 0 11 0 5 0 2 0 0 0 134 0 0 0 0 0 0 0 0 0 6:45 AM 2 120 0 0 15 2 11 0 1 0 0 0 151 0 0 0 0 0 0 0 0 0 7:00 AM 5 175 0 0 11 1 7 0 2 0 0 0 201 0 0 0 0 0 0 0 0 0 7:15 AM 4 123 0 0 16 2 8 0 4 0 0 0 157 0 0 0 0 0 0 0 0 0 7:30 AM 7 122 0 0 71 7 10 0 13 0 0 0 230 0 1 0 0 1 0 0 0 0 7:45 AM 13 98 0 0 85 7 13 0 16 0 0 0 232 0 0 0 0 0 0 0 0 0 8:00 AM 4 71 0 0 65 6 6 0 34 0 0 0 186 0 0 0 0 0 0 0 0 0 8:15 AM 11 84 0 0 30 6 10 0 7 0 0 0 148 0 0 0 0 0 0 0 0 0 8:30 AM 16 107 0 0 30 1 8 0 9 0 0 0 171 0 0 0 0 0 0 0 0 0 8:45 AM 4 72 0 0 33 2 2 0 3 0 0 0 116 0 0 0 0 0 0 0 0 0 VOLUMES 70 1,084 0 0 367 34 80 0 91 0 0 0 1,727 0 1 0 0 1 0 0 0 0 APPROACH % 6% 94% 0% 0% 91% 8% 47% 0% 53% 0% 0% 0%
APP/DEPART 1,154 / 1,165 402 / 458 171 / 0 0 / 104 0
BEGIN PEAK HR
VOLUMES 29 518 0 0 183 17 38 0 35 0 0 0 821 0 1 0 0 0 0 0 0 APPROACH % 5% 95% 0% 0% 91% 8% 52% 0% 48% 0% 0% 0%
PEAK HR FACTOR 0.760 0.546 0.629 0.000 0.885
APP/DEPART 547 / 557 201 / 218 73 / 0 0 / 46 0
Via Del Rio
NORTH LEG
Kirkwood Dr WEST LEG EAST LEG Kirkwood Dr
SOUTH LEG
Via Del Rio
E LEG W LEG S LEG N LEG TOTAL E LEG W LEG S LEG N LEG TOTAL EL WL SL NL TOTAL 6:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:00 AM 0 1 2 0 3 0 1 2 0 3 0 0 0 0 0
7:15 AM 0 1 1 0 2 0 1 1 0 2 0 0 0 0 0
7:30 AM 0 2 14 0 16 0 2 14 0 16 0 0 0 0 0
7:45 AM 1 1 29 0 31 0 1 29 0 30 1 0 0 0 1
8:00 AM 0 1 5 0 6 0 1 5 0 6 0 0 0 0 0
8:15 AM 2 2 1 0 5 2 1 1 0 4 0 1 0 0 1
8:30 AM 1 1 2 0 4 0 1 2 0 3 1 0 0 0 1
8:45 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
TOTAL 5 9 54 0 68 2 8 54 0 64 3 1 0 0 4
BICYCLE & SCOOTER CROSSINGS
AM
PEDESTRIAN CROSSINGS
AM
7:00 AM
ALL PED + BIKE & SCOOTER
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Corona
Via Del Rio
Kirkwood Dr
U-TURNS
Via Del Rio Via Del Rio Kirkwood Dr Kirkwood Dr
3.1-5
402 34 367 0 TOTAL 1,165
0 0 0 0 PM 0
402 34 367 0 AM 1,165
0 0 0
104
0 104
0 0 0
0 0 0
TOTAL
PM
AM
0 0 0
80 0
80 AM
PM
TOTAL
0 0 0
91 0
91 0 0 0
171
0 171
458 AM 70 1,084 0 1,154
0 PM 0 0 0 0
458 TOTAL 70 1,084 0 1,154
201 17 183 0 TOTAL 557
0 0 0 0 PM 0
201 17 183 0 AM 557
0 0 0
46 0
46 0 0 0
0 0 0
TOTAL
PM
AM
AM 7:00 AM
8:15 AM
0 0 0
38 0
38 #N/A
AM
PM
TOTAL
0 0 0
PM 3:00 PM
3:45 PM
35 0
35 0 0 0
73 0
73 218 AM 29 518 0 547
0 PM 0 0 0 0
218 Total 29 518 0 547
Via Del Rio
AimTD LLC
TURNING MOVEMENT COUNTS
Via Del Rio
Kirkwood Dr
Kirkwood Dr
ALL HOURS
Via Del Rio
Via Del Rio
Kirkwood Dr
Kirkwood Dr
PEAK HOUR
Corona
SC4539
3.1-6
T101823
DATE: LOCATION: PROJECT #: SC4539
Tue, Apr 9, 24 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: STOP E
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 2 X X 2 0 0 X 0 X X X 0 0 0 0 X X X X
1:30 PM 0 51 0 0 40 6 8 0 4 0 0 0 109 1 0 0 0 1 0 0 0 0 1:45 PM 12 55 0 0 46 9 4 0 5 0 0 0 131 0 0 0 0 0 0 0 0 0 2:00 PM 7 37 0 0 49 11 10 0 7 0 0 0 121 0 0 0 0 0 0 0 0 0 2:15 PM 7 60 0 0 72 11 5 0 8 0 0 0 163 0 0 1 0 1 0 0 0 0 2:30 PM 4 60 0 0 86 8 7 0 7 0 0 0 172 0 0 0 0 0 0 0 0 0 2:45 PM 5 51 0 0 67 9 6 0 8 0 0 0 146 0 0 0 0 0 0 0 0 0 3:00 PM 3 48 0 0 51 10 7 0 5 0 0 0 124 0 0 0 0 0 0 0 0 0 3:15 PM 3 62 0 0 68 9 5 0 10 0 0 0 157 0 0 0 0 0 0 0 0 0 VOLUMES 41 424 0 0 479 73 52 0 54 0 0 0 1,125 1 0 1 0 2 0 0 0 0 APPROACH % 9% 91% 0% 0% 87% 13% 49% 0% 50% 0% 0% 0%
APP/DEPART 466 / 476 552 / 534 107 / 0 0 / 115 0
BEGIN PEAK HR
VOLUMES 19 219 0 0 276 38 25 0 28 0 0 0 606 0 0 1 0 0 0 0 0 APPROACH % 8% 92% 0% 0% 88% 12% 46% 0% 52% 0% 0% 0%
PEAK HR FACTOR 0.888 0.835 0.964 0.000 0.881
APP/DEPART 238 / 244 314 / 304 54 / 0 0 / 58 0
4:00 PM 9 62 0 0 81 10 5 0 2 0 0 0 169 0 0 0 0 0 0 0 0 0 4:15 PM 5 53 0 0 62 10 5 0 4 0 0 0 139 0 0 0 0 0 0 0 0 0 4:30 PM 5 50 0 0 68 10 2 0 7 0 0 0 142 0 0 0 0 0 0 0 0 0 4:45 PM 6 34 0 0 87 7 3 0 2 0 0 0 139 0 0 0 0 0 0 0 0 0 5:00 PM 6 49 0 0 76 14 4 0 4 0 0 0 153 0 0 0 0 0 0 0 0 0 5:15 PM 7 43 0 0 77 13 5 0 12 0 0 0 157 0 0 0 0 0 0 0 0 0 5:30 PM 4 49 0 0 80 10 7 0 4 0 0 0 154 0 0 0 0 0 0 0 0 0 5:45 PM 9 45 0 0 85 13 1 0 9 0 0 0 162 0 0 0 0 0 0 0 0 0 VOLUMES 51 385 0 0 616 87 32 0 44 0 0 0 1,215 0 0 0 0 0 0 0 0 0 APPROACH % 12% 88% 0% 0% 88% 12% 42% 0% 58% 0% 0% 0%
APP/DEPART 436 / 417 703 / 660 76 / 0 0 / 138 0
BEGIN PEAK HR
VOLUMES 26 186 0 0 318 50 17 0 29 0 0 0 626 0 0 0 0 0 0 0 0 APPROACH % 12% 88% 0% 0% 86% 14% 37% 0% 63% 0% 0% 0%
PEAK HR FACTOR 0.964 0.939 0.676 0.000 0.966
APP/DEPART 212 / 203 368 / 347 46 / 0 0 / 76 0
Via Del Rio
NORTH LEG
Kirkwood Dr WEST LEG EAST LEG Kirkwood Dr
SOUTH LEG
Via Del Rio
E LEG W LEG S LEG N LEG TOTAL E LEG W LEG S LEG N LEG TOTAL EL WL SL NL TOTAL 1:30 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
1:45 PM 0 0 26 0 26 0 0 26 0 26 0 0 0 0 0
2:00 PM 0 3 130 0 133 0 3 130 0 133 0 0 0 0 0
2:15 PM 0 14 30 0 44 0 14 30 0 44 0 0 0 0 0
2:30 PM 0 0 3 0 3 0 0 3 0 3 0 0 0 0 0
2:45 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
TOTAL 0 17 193 0 210 0 17 193 0 210 0 0 0 0 0
4:00 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0
5:00 PM 1 2 0 0 3 0 2 0 0 2 1 0 0 0 1
5:15 PM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1
5:30 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 1 5 3 0 9 0 3 3 0 6 1 2 0 0 3
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Corona
Via Del Rio
Kirkwood Dr
U-TURNS
Via Del Rio Via Del Rio Kirkwood Dr Kirkwood Dr
BICYCLE & SCOOTER CROSSINGS
PM
PEDESTRIAN CROSSINGS
PM2 PM
2:15 PM
PM2
5:00 PM
ALL PED + BIKE & SCOOTER
3.1-7
1,255 160 1,095 0 TOTAL 893
703 87 616 0 PM2 417
552 73 479 0 PM 476
0 0 0
253 138 115
0 0 0
0 0 0
TOTAL
PM2
PM
0 0 0
84 32 52
PM
PM2
TOTAL
0 0 0
98 44 54
0 0 0
183
76 107
534 PM 41 424 0 466
660 PM2 51 385 0 436
1,194 TOTAL 92 809 0 902
682 88 594 0 TOTAL 447
368 50 318 0 PM2 203
314 38 276 0 PM 244
0 0 0
134
76 58
0 0 0
0 0 0
TOTAL
PM2
PM
PM 2:15 PM
3:15 PM
0 0 0
42 17 25
#N/A
PM
PM2
TOTAL
0 0 0
PM2 5:00 PM
3:45 PM
57 29 28
0 0 0
100
46 54
304 PM 19 219 0 238
347 PM2 26 186 0 212
651 Total 45 405 0 450
Via Del Rio
AimTD LLC
TURNING MOVEMENT COUNTS
Via Del Rio
Kirkwood Dr
Kirkwood Dr
ALL HOURS
Via Del Rio
Via Del Rio
Kirkwood Dr
Kirkwood Dr
PEAK HOUR
Corona
SC4539
3.1-8
T101823
DATE: LOCATION: PROJECT #: SC4539
Tue, Apr 9, 24 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 2 0 1 1 0 1 1 0 0 0 0 0 0 0 0 0
6:30 AM 3 95 3 1 11 2 23 6 2 0 2 3 151 0 0 0 0 0 0 0 1 2 6:45 AM 2 93 3 2 11 1 24 15 3 1 9 6 170 0 0 0 0 0 0 1 2 2 7:00 AM 1 152 5 1 8 1 31 10 4 1 0 7 221 0 0 0 0 0 1 0 2 2 7:15 AM 0 114 6 3 13 2 19 12 4 7 5 15 200 0 0 0 0 0 0 0 3 6 7:30 AM 4 141 2 25 46 5 22 15 7 2 6 54 329 0 0 0 0 0 0 1 3 24 7:45 AM 5 97 6 37 51 2 25 22 11 8 8 71 343 0 0 0 0 0 2 1 3 22 8:00 AM 6 65 6 19 70 9 15 11 12 6 13 10 242 0 0 0 0 0 0 1 6 7 8:15 AM 5 69 9 6 28 4 20 21 12 2 9 7 192 0 0 0 0 0 2 2 6 3 8:30 AM 5 106 4 5 23 4 23 20 1 4 20 6 221 0 0 0 0 0 0 0 0 3 8:45 AM 3 64 6 5 26 1 9 13 7 2 12 9 157 0 0 0 0 0 0 0 3 4 VOLUMES 34 996 50 104 287 31 211 145 63 33 84 188 2,226 0 0 0 0 0 5 6 29 75 APPROACH % 3% 92% 5% 25% 68% 7% 50% 35% 15% 11% 28% 62% APP/DEPART 1,080 / 1,395 422 / 383 419 / 299 305 / 149 0
BEGIN PEAK HR
VOLUMES 15 417 20 84 180 18 81 60 34 23 32 150 1,114 0 0 0 0 2 3 15 59 APPROACH % 3% 92% 4% 30% 64% 6% 46% 34% 19% 11% 16% 73% PEAK HR FACTOR 0.769 0.719 0.754 0.589 0.812
APP/DEPART 452 / 648 282 / 237 175 / 164 205 / 65 0
Via del Rio
NORTH LEG
Avenida Del Vista WEST LEG EAST LEG Avenida Del Vista
SOUTH LEG
Via del Rio
E LEG W LEG S LEG N LEG TOTAL E LEG W LEG S LEG N LEG TOTAL EL WL SL NL TOTAL 6:30 AM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1
6:45 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
7:00 AM 2 1 1 0 4 2 1 1 0 4 0 0 0 0 0
7:15 AM 1 1 1 0 3 1 1 1 0 3 0 0 0 0 0
7:30 AM 2 0 0 6 8 2 0 0 6 8 0 0 0 0 0
7:45 AM 31 6 1 7 45 30 6 1 7 44 1 0 0 0 1
8:00 AM 2 2 0 0 4 2 2 0 0 4 0 0 0 0 0
8:15 AM 0 1 1 0 2 0 0 1 0 1 0 1 0 0 1
8:30 AM 2 0 0 0 2 2 0 0 0 2 0 0 0 0 0
8:45 AM 2 0 2 1 5 1 0 2 1 4 1 0 0 0 1
TOTAL 42 11 9 14 76 40 10 8 14 72 2 1 1 0 4
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Corona
Via del Rio
Avenida Del Vista
U-TURNS
Via del Rio Via del Rio Avenida Del Vista Avenida Del Vista
BICYCLE & SCOOTER CROSSINGS
AM
PEDESTRIAN CROSSINGS
AM
7:15 AM
ALL PED + BIKE & SCOOTER
3.1-9
468 31 333 104 TOTAL 1,395
46 0 46 0 PM 0
422 31 287 104 AM 1,395
305
25 330
149
0 149
188
0 188
84 0
84 TOTAL
PM
AM
33 25 58
211
0 211
AM
PM
TOTAL
145
0 145
63 0
63 299
0 299
419
0 419
383 AM 34 996 50 1,080
71 PM 0 0 0 0
454 TOTAL 34 996 50 1,080
328 18 226 84 TOTAL 648
46 0 46 0 PM 0
282 18 180 84 AM 648
205
25 230
65 0
65 150
0 150
32 0
32 TOTAL
PM
AM
AM 7:15 AM
8:15 AM
23 25 48
81 0
81 #N/A
AM
PM
TOTAL
60 0
60 PM 3:00 PM
3:45 PM
34 0
34 164
0 164
175
0 175
237 AM 15 417 20 452
71 PM 0 0 0 0
308 Total 15 417 20 452
Via del Rio
AimTD LLC
TURNING MOVEMENT COUNTS
Via del Rio
Avenida Del Vista
Avenida Del Vista
ALL HOURS
Via del Rio
Via del Rio
Avenida Del Vista
Avenida Del Vista
PEAK HOUR
Corona
SC4539
3.1-10
T101823
DATE: LOCATION: PROJECT #: SC4539
Tue, Apr 9, 24 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 2 0 1 1 0 1 1 0 0 0 0 0 0 0 0 0
1:30 PM 2 37 5 4 21 9 11 20 2 2 24 12 149 0 0 0 0 0 1 5 0 2 1:45 PM 9 41 10 3 36 10 16 13 5 4 22 21 190 0 0 0 0 0 5 4 1 6 2:00 PM 5 24 8 11 41 9 7 19 8 7 21 30 190 0 1 0 0 1 1 2 5 6 2:15 PM 7 33 6 21 48 21 18 13 7 9 18 18 219 0 0 0 0 0 0 7 5 8 2:30 PM 13 42 4 25 53 13 17 15 4 12 19 8 225 0 0 0 0 0 0 1 1 1 2:45 PM 9 41 3 15 40 22 8 20 7 9 25 6 205 0 0 0 0 0 1 4 3 2 3:00 PM 6 31 8 6 31 19 17 17 8 4 20 5 172 0 0 0 0 0 1 2 1 1 3:15 PM 2 46 7 6 47 20 10 14 4 6 19 9 190 0 0 0 0 0 0 4 1 0 VOLUMES 53 295 51 91 317 123 104 131 45 53 168 109 1,541 0 1 0 0 1 9 29 17 26 APPROACH % 13% 74% 13% 17% 60% 23% 37% 47% 16% 16% 51% 33% APP/DEPART 399 / 509 532 / 415 280 / 273 330 / 344 0
BEGIN PEAK HR
VOLUMES 34 140 21 72 182 65 50 67 26 37 83 62 840 0 1 0 0 2 14 14 17 APPROACH % 17% 72% 11% 23% 57% 20% 35% 47% 18% 20% 46% 34% PEAK HR FACTOR 0.826 0.879 0.941 0.784 0.933
APP/DEPART 195 / 253 320 / 245 143 / 160 182 / 182 0
4:00 PM 5 51 7 6 60 17 13 16 6 8 16 12 217 0 0 0 0 0 0 4 1 4 4:15 PM 6 36 2 4 40 14 16 19 2 6 28 4 177 0 0 0 0 0 1 1 1 1 4:30 PM 9 35 6 6 64 15 11 20 5 6 21 11 209 0 0 0 0 0 1 5 2 4 4:45 PM 4 30 7 9 53 21 5 18 5 5 26 12 195 0 0 0 0 0 2 7 2 4 5:00 PM 4 35 5 7 55 15 11 9 5 7 30 8 191 0 0 0 0 0 0 2 3 2 5:15 PM 7 34 6 9 64 18 9 14 6 7 27 11 212 0 0 0 0 0 2 3 3 5 5:30 PM 7 38 3 5 58 20 11 20 2 3 21 12 200 0 0 0 0 0 0 5 1 5 5:45 PM 1 49 6 16 50 22 3 11 9 2 17 12 198 0 0 0 0 0 0 7 8 7 VOLUMES 43 308 42 62 444 142 79 127 40 44 186 82 1,599 0 0 0 0 0 6 34 21 32 APPROACH % 11% 78% 11% 10% 69% 22% 32% 52% 16% 14% 60% 26% APP/DEPART 393 / 469 648 / 528 246 / 231 312 / 371 0
BEGIN PEAK HR
VOLUMES 24 134 24 31 236 69 36 61 21 25 104 42 807 0 0 0 0 5 17 10 15 APPROACH % 13% 74% 13% 9% 70% 21% 31% 52% 18% 15% 61% 25% PEAK HR FACTOR 0.910 0.923 0.819 0.950 0.952
APP/DEPART 182 / 212 336 / 282 118 / 116 171 / 197 0
Via del Rio
NORTH LEG
Avenida Del Vista WEST LEG EAST LEG Avenida Del Vista
SOUTH LEG
Via del Rio
E LEG W LEG S LEG N LEG TOTAL E LEG W LEG S LEG N LEG TOTAL EL WL SL NL TOTAL 1:30 PM 1 0 2 1 4 1 0 1 1 3 0 0 1 0 1
1:45 PM 5 2 0 2 9 5 2 0 2 9 0 0 0 0 0
2:00 PM 19 0 4 3 26 19 0 3 3 25 0 0 1 0 1
2:15 PM 16 1 3 5 25 16 1 3 5 25 0 0 0 0 0
2:30 PM 3 2 0 2 7 3 2 0 2 7 0 0 0 0 0
2:45 PM 3 1 0 0 4 3 1 0 0 4 0 0 0 0 0
3:00 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
3:15 PM 2 1 0 0 3 0 0 0 0 0 2 1 0 0 3
TOTAL 49 8 9 13 79 47 7 7 13 74 2 1 2 0 5
4:00 PM 4 0 0 1 5 4 0 0 0 4 0 0 0 1 1
4:15 PM 1 0 2 0 3 0 0 2 0 2 1 0 0 0 1
4:30 PM 2 1 1 0 4 2 1 1 0 4 0 0 0 0 0
4:45 PM 3 0 2 4 9 2 0 2 4 8 1 0 0 0 1
5:00 PM 2 0 3 0 5 1 0 3 0 4 1 0 0 0 1
5:15 PM 0 1 0 1 2 0 0 0 1 1 0 1 0 0 1
5:30 PM 1 3 2 0 6 1 1 2 0 4 0 2 0 0 2
5:45 PM 3 0 1 0 4 3 0 1 0 4 0 0 0 0 0
TOTAL 16 5 11 6 38 13 2 11 5 31 3 3 0 1 7
RTOR
INTERSECTION TURNING MOVEMENT COUNTS PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Corona
Via del Rio
Avenida Del Vista
U-TURNS
Via del Rio Via del Rio Avenida Del Vista Avenida Del Vista
BICYCLE & SCOOTER CROSSINGS
PM
PEDESTRIAN CROSSINGS
PM2 PM
2:00 PM
PM2
4:30 PM
ALL PED + BIKE & SCOOTER
3.1-11
1,180 265 761 153 TOTAL 978
648 142 444 62 PM2 469
532 123 317 91 PM 509
330 312 642
715 371 344
109
82 191
168 186 354
TOTAL
PM2
PM
53 44 97
183
79 104
PM
PM2
TOTAL
258 127 131
85 40 45
273 231 504
526 246 280
415 PM 53 295 51 399
528 PM2 43 308 42 393
943 TOTAL 96 603 93 792
656 134 418 103 TOTAL 465
336 69 236 31 PM2 212
320 65 182 72 PM 253
182 171 353
379 197 182
62 42
104
83 104 187
TOTAL
PM2
PM
PM 2:00 PM
3:15 PM
37 25 62
86 36 50
#N/A
PM
PM2
TOTAL
128
61 67
PM2 4:30 PM
3:45 PM
47 21 26
160 116 276
261 118 143
245 PM 34 140 21 195
282 PM2 24 134 24 182
527 Total 58 274 45 377
Via del Rio
AimTD LLC
TURNING MOVEMENT COUNTS
Via del Rio
Avenida Del Vista
Avenida Del Vista
ALL HOURS
Via del Rio
Via del Rio
Avenida Del Vista
Avenida Del Vista
PEAK HOUR
Corona
SC4539
3.1-12
CITY: Corona PROJECT:
AM Period NB SB PM Period NB SB
0:00 6 5 12:00 62 41
0:15 9 3 12:15 44 32
0:30 2 8 12:30 60 46
0:45 2 19 8 24 43 12:45 37 203 45 164 367
1:00 4 6 13:00 54 39
1:15 1 2 13:15 67 41
1:30 3 5 13:30 60 34
1:45 0 8 4 17 25 13:45 78 259 49 163 422
2:00 1 2 14:00 62 62
2:15 5 6 14:15 69 90
2:30 6 1 14:30 67 91
2:45 5 17 5 14 31 14:45 55 253 77 320 573
3:00 7 3 15:00 53 56
3:15 11 3 15:15 65 73
3:30 11 0 15:30 59 78
3:45 18 47 1 7 54 15:45 74 251 82 289 540
4:00 14 5 16:00 76 83
4:15 43 5 16:15 56 58
4:30 51 4 16:30 57 85
4:45 48 156 6 20 176 16:45 47 236 83 309 545
5:00 73 5 17:00 54 77
5:15 89 8 17:15 54 91
5:30 87 5 17:30 61 83
5:45 72 321 11 29 350 17:45 64 233 88 339 572
6:00 88 6 18:00 52 102
6:15 103 7 18:15 37 94
6:30 121 14 18:30 42 69
6:45 123 435 14 41 476 18:45 47 178 71 336 514
7:00 190 10 19:00 56 66
7:15 148 18 19:15 47 61
7:30 217 76 19:30 46 68
7:45 193 748 90 194 942 19:45 41 190 61 256 446
8:00 90 98 20:00 36 49
8:15 96 38 20:15 41 42
8:30 135 32 20:30 31 43
8:45 82 403 32 200 603 20:45 35 143 32 166 309
9:00 54 18 21:00 29 40
9:15 69 26 21:15 20 39
9:30 67 22 21:30 19 43
9:45 66 256 27 93 349 21:45 17 85 30 152 237
10:00 55 14 22:00 24 37
10:15 57 25 22:15 9 31
10:30 52 20 22:30 10 25
10:45 62 226 21 80 306 22:45 13 56 19 112 168
11:00 51 26 23:00 8 14
11:15 60 39 23:15 14 16
11:30 51 25 23:30 9 18
11:45 52 214 39 129 343 23:45 11 42 18 66 108
Total Vol. 2850 848 3698 2129 2672 4801
NB SB Combined
4979 3520 8499
Split % 77.1% 22.9% 43.5% 44.3% 55.7% 56.5%
Peak Hour 7:00 7:30 7:00 13:45 17:30 17:15
Volume 748 302 942 276 367 595
P.H.F. 0.86 0.77 0.80 0.88 0.90 0.97
Tuesday, April 09, 2024 SC4539
ADT1 Via Del Rio north of Avenida Del Vista. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
3.1-13
CITY: Corona PROJECT:
AM Period EB WB PM Period EB WB
0:00 1 6 12:00 26 29
0:15 1 4 12:15 17 16
0:30 4 1 12:30 27 21
0:45 4 10 1 12 22 12:45 28 98 23 89 187
1:00 1 4 13:00 19 24
1:15 2 3 13:15 25 26
1:30 1 1 13:30 29 38
1:45 0 4 1 9 13 13:45 26 99 47 135 234
2:00 2 3 14:00 38 58
2:15 0 1 14:15 40 45
2:30 3 1 14:30 44 39
2:45 2 7 2 7 14 14:45 38 160 40 182 342
3:00 3 2 15:00 31 29
3:15 4 3 15:15 27 34
3:30 4 2 15:30 27 23
3:45 3 14 0 7 21 15:45 33 118 41 127 245
4:00 7 2 16:00 29 36
4:15 3 3 16:15 25 38
4:30 12 1 16:30 32 38
4:45 6 28 2 8 36 16:45 34 120 43 155 275
5:00 5 4 17:00 21 45
5:15 6 6 17:15 29 45
5:30 18 3 17:30 28 36
5:45 19 48 6 19 67 17:45 33 111 31 157 268
6:00 18 3 18:00 36 34
6:15 13 10 18:15 22 31
6:30 10 5 18:30 24 28
6:45 20 61 16 34 95 18:45 24 106 31 124 230
7:00 16 8 19:00 20 32
7:15 21 27 19:15 15 31
7:30 42 62 19:30 28 25
7:45 65 144 87 184 328 19:45 19 82 21 109 191
8:00 36 29 20:00 17 22
8:15 36 18 20:15 17 34
8:30 29 30 20:30 13 18
8:45 24 125 23 100 225 20:45 14 61 24 98 159
9:00 22 13 21:00 15 24
9:15 23 12 21:15 13 16
9:30 13 21 21:30 6 10
9:45 15 73 21 67 140 21:45 12 46 16 66 112
10:00 17 13 22:00 8 18
10:15 20 18 22:15 6 6
10:30 14 17 22:30 6 9
10:45 26 77 23 71 148 22:45 5 25 9 42 67
11:00 13 17 23:00 4 9
11:15 17 29 23:15 5 8
11:30 22 28 23:30 2 7
11:45 22 74 24 98 172 23:45 3 14 8 32 46
Total Vol. 665 616 1281 1040 1316 2356
EB WB Combined
1705 1932 3637
Split % 51.9% 48.1% 35.2% 44.1% 55.9% 64.8%
Peak Hour 7:30 7:15 7:30 14:00 13:45 14:00
Volume 179 205 375 160 189 342
P.H.F. 0.69 0.59 0.62 0.91 0.81 0.89
Tuesday, April 09, 2024 SC4539
ADT2 Avenida Del Vista east of Via Del Rio. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
3.1-14
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 3.2: EXISTING (2024) CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 04/16/2024
Existing (2024) - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 45.4
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 176 64 43 159 0 242 30 285 6 7 41 Future Vol, veh/h 21 176 64 43 159 0 242 30 285 6 7 41
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 25 212 77 52 192 0 292 36 343 7 8 49
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 17.9 15.7 72.5 10.8
HCM LOS C C F B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 43% 8% 21% 11%
Vol Thru, % 5% 67% 79% 13%
Vol Right, % 51% 25% 0% 76%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 557 261 202 54
LT Vol 242 21 43 6
Through Vol 30 176 159 7
RT Vol 285 64 0 41
Lane Flow Rate 671 314 243 65
Geometry Grp 1111
Degree of Util (X) 1.048 0.561 0.455 0.121
Departure Headway (Hd) 5.62 6.671 7.004 6.897
Convergence, Y/N Yes Yes Yes Yes
Cap 638 544 518 523
Service Time 3.71 4.671 5.004 4.897
HCM Lane V/C Ratio 1.052 0.577 0.469 0.124
HCM Control Delay, s/veh 72.5 17.9 15.7 10.8
HCM Lane LOS F C C B
HCM 95th-tile Q 17.7 3.4 2.3 0.4
3.2-1
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 04/16/2024
Existing (2024) - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 45 29 518 237 17
Future Vol, veh/h 38 45 29 518 237 17
Conflicting Peds, #/hr 0 46 0 0 0 5
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 43 51 33 589 269 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 644 195 294 0 - 0
Stage 1 284 -----
Stage 2 360 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 405 813 1265 - - -
Stage 1 739 -----
Stage 2 676 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 389 774 1259 - - -
Mov Cap-2 Maneuver 389 -----
Stage 1 712 -----
Stage 2 673 -----
Approach EB NB SB
HCM Control Delay, s/v13.21 0.63 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 191 - 533 - -
HCM Lane V/C Ratio 0.026 - 0.177 - -
HCM Control Delay (s/veh) 7.9 0.2 13.2 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.6 - -
3.2-2
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 04/16/2024
Existing (2024) - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 81 60 23 32 15 417 84 180
Future Volume (vph) 81 60 23 32 15 417 84 180
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 16.0 46.0 12.0 42.0 12.0 43.0 19.0 50.0 Total Split (%) 13.3% 38.3% 10.0% 35.0% 10.0% 35.8% 15.8% 41.7% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 22.4 18.8 17.4 12.9 20.4 16.0 26.3 24.3 Actuated g/C Ratio 0.38 0.32 0.29 0.22 0.34 0.27 0.44 0.41 v/c Ratio 0.23 0.20 0.06 0.46 0.04 0.57 0.25 0.17
Control Delay (s/veh) 15.0 16.7 14.1 10.4 11.5 23.7 12.4 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 15.0 16.7 14.1 10.4 11.5 23.7 12.4 12.9
LOS BBBBBCBB
Approach Delay (s/veh) 16.0 10.9 23.4 12.8
Approach LOS B B C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 59.4
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay (s/veh): 17.2 Intersection LOS: B Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
3.2-3
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 04/16/2024
Existing (2024) - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 60 34 23 32 150 15 417 20 84 180 18 Future Volume (veh/h) 81 60 34 23 32 150 15 417 20 84 180 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.98 0.99 0.91 0.98 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 100 74 23 28 40 112 19 515 23 104 222 18 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 437 354 110 477 93 261 472 894 40 382 1035 83 Arrive On Green 0.07 0.26 0.26 0.03 0.22 0.22 0.02 0.26 0.26 0.07 0.31 0.31 Sat Flow, veh/h 1781 1368 425 1781 429 1200 1781 3449 154 1781 3327 267 Grp Volume(v), veh/h 100 0 97 28 0 152 19 265 273 104 118 122 Grp Sat Flow(s),veh/h/ln 1781 0 1793 1781 0 1628 1781 1777 1825 1781 1777 1818 Q Serve(g_s), s 2.2 0.0 2.2 0.6 0.0 4.2 0.4 6.7 6.8 2.1 2.5 2.6 Cycle Q Clear(g_c), s 2.2 0.0 2.2 0.6 0.0 4.2 0.4 6.7 6.8 2.1 2.5 2.6 Prop In Lane 1.00 0.24 1.00 0.74 1.00 0.08 1.00 0.15
Lane Grp Cap(c), veh/h 437 0 464 477 0 354 472 461 473 382 553 565 V/C Ratio(X) 0.23 0.00 0.21 0.06 0.00 0.43 0.04 0.57 0.58 0.27 0.21 0.22 Avail Cap(c_a), veh/h 698 0 1416 674 0 1161 686 1301 1336 744 1541 1577 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.0 0.0 15.0 14.8 0.0 17.5 13.5 16.7 16.7 12.6 13.2 13.2 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.8 0.0 1.1 1.1 0.1 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.8 0.2 0.0 1.4 0.1 2.5 2.6 0.7 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.1 0.0 15.2 14.8 0.0 18.3 13.5 17.8 17.8 12.8 13.3 13.4 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 197 180 557 344
Approach Delay, s/veh 14.6 17.8 17.7 13.2
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.3 18.5 5.8 21.2 8.4 16.3 8.5 18.5 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 7.4 40.9 7.4 44.9 11.4 36.9 14.4 37.9 Max Q Clear Time (g_c+I1), s 2.6 4.2 2.4 4.6 4.2 6.2 4.1 8.8 Green Ext Time (p_c), s 0.0 0.5 0.0 1.4 0.1 0.9 0.1 3.3 Intersection Summary
HCM 7th Control Delay, s/veh 16.0
HCM 7th LOS B
3.2-4
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 04/16/2024
Existing (2024) - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 17.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 216 92 169 164 7 80 18 150 7 19 8 Future Vol, veh/h 24 216 92 169 164 7 80 18 150 7 19 8
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 263 112 206 200 9 98 22 183 9 23 10
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 17.5 19.5 14.8 10.6
HCM LOS C C B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 7% 50% 21%
Vol Thru, % 7% 65% 48% 56%
Vol Right, % 60% 28% 2% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 248 332 340 34
LT Vol 80 24 169 7
Through Vol 18 216 164 19
RT Vol 150 92 7 8
Lane Flow Rate 302 405 415 41
Geometry Grp 1111
Degree of Util (X) 0.497 0.623 0.662 0.08
Departure Headway (Hd) 5.916 5.542 5.744 6.955
Convergence, Y/N Yes Yes Yes Yes
Cap 605 648 626 518
Service Time 4.007 3.627 3.826 4.955
HCM Lane V/C Ratio 0.499 0.625 0.663 0.079
HCM Control Delay, s/veh 14.8 17.5 19.5 10.6
HCM Lane LOS B C C B
HCM 95th-tile Q 2.8 4.3 4.9 0.3
3.2-5
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 04/16/2024
Existing (2024) - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 29 19 219 290 38
Future Vol, veh/h 25 29 19 219 290 38
Conflicting Peds, #/hr 0 35 0 0 0 14
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 28 33 22 249 330 43
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 533 235 387 0 - 0
Stage 1 365 -----
Stage 2 168 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 477 766 1168 - - -
Stage 1 673 -----
Stage 2 845 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 455 731 1153 - - -
Mov Cap-2 Maneuver 455 -----
Stage 1 650 -----
Stage 2 834 -----
Approach EB NB SB
HCM Control Delay, s/v12.07 0.78 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 287 - 571 - -
HCM Lane V/C Ratio 0.019 - 0.108 - -
HCM Control Delay (s/veh) 8.2 0.1 12.1 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
3.2-6
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 04/16/2024
Existing (2024) - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 50 67 37 83 34 140 72 182
Future Volume (vph) 50 67 37 83 34 140 72 182
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 17.0 52.0 15.0 50.0 17.0 33.0 20.0 36.0 Total Split (%) 14.2% 43.3% 12.5% 41.7% 14.2% 27.5% 16.7% 30.0% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 17.6 15.0 16.2 12.9 15.5 12.2 17.6 14.7 Actuated g/C Ratio 0.37 0.31 0.34 0.27 0.32 0.26 0.37 0.31 v/c Ratio 0.10 0.17 0.08 0.31 0.08 0.19 0.15 0.24
Control Delay (s/veh) 10.7 14.2 10.7 16.3 11.7 17.8 11.7 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.7 14.2 10.7 16.3 11.7 17.8 11.7 14.1
LOS BBBBBBBB
Approach Delay (s/veh) 13.0 15.2 16.7 13.6
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 47.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.32
Intersection Signal Delay (s/veh): 14.6 Intersection LOS: B Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
3.2-7
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 04/16/2024
Existing (2024) - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 67 26 37 83 62 34 140 21 72 182 65 Future Volume (veh/h) 50 67 26 37 83 62 34 140 21 72 182 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 0.99 0.92 0.94 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 54 72 13 40 89 49 37 151 21 77 196 55 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 451 374 67 494 263 145 461 761 103 502 747 204 Arrive On Green 0.05 0.24 0.24 0.04 0.23 0.23 0.04 0.25 0.25 0.07 0.27 0.27 Sat Flow, veh/h 1781 1536 277 1781 1128 621 1781 3105 421 1781 2753 752 Grp Volume(v), veh/h 54 0 85 40 0 138 37 85 87 77 125 126 Grp Sat Flow(s),veh/h/ln 1781 0 1814 1781 0 1749 1781 1777 1749 1781 1777 1728 Q Serve(g_s), s 1.1 0.0 1.8 0.8 0.0 3.2 0.7 1.8 1.9 1.5 2.7 2.8 Cycle Q Clear(g_c), s 1.1 0.0 1.8 0.8 0.0 3.2 0.7 1.8 1.9 1.5 2.7 2.8 Prop In Lane 1.00 0.15 1.00 0.36 1.00 0.24 1.00 0.43
Lane Grp Cap(c), veh/h 451 0 441 494 0 407 461 436 429 502 482 469 V/C Ratio(X) 0.12 0.00 0.19 0.08 0.00 0.34 0.08 0.19 0.20 0.15 0.26 0.27 Avail Cap(c_a), veh/h 814 0 1762 802 0 1627 847 1027 1011 952 1137 1106 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.8 0.0 14.5 13.0 0.0 15.4 12.6 14.4 14.5 12.0 13.8 13.8 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.5 0.0 0.2 0.2 0.1 0.3 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.7 0.3 0.0 1.1 0.2 0.6 0.7 0.5 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.8 0.0 14.7 13.0 0.0 15.9 12.6 14.7 14.7 12.0 14.1 14.1 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 139 178 209 328
Approach Delay, s/veh 14.0 15.3 14.3 13.6
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.7 16.8 6.6 18.2 7.2 16.3 7.8 16.9 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 46.9 12.4 30.9 12.4 44.9 15.4 27.9 Max Q Clear Time (g_c+I1), s 2.8 3.8 2.7 4.8 3.1 5.2 3.5 3.9 Green Ext Time (p_c), s 0.0 0.5 0.0 1.4 0.0 0.8 0.1 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 14.2
HCM 7th LOS B
3.2-8
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 04/16/2024
Existing (2024) - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 11.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 118 61 244 98 9 49 15 152 4 15 4
Future Vol, veh/h 5 118 61 244 98 9 49 15 152 4 15 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 131 68 271 109 10 54 17 169 4 17 4
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 10 13.9 10.7 9.1
HCM LOSA B B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 3% 70% 17%
Vol Thru, % 7% 64% 28% 65%
Vol Right, % 70% 33% 3% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 216 184 351 23
LT Vol 49 5 244 4
Through Vol 15 118 98 15
RT Vol 152 61 9 4
Lane Flow Rate 240 204 390 26
Geometry Grp 1111
Degree of Util (X) 0.341 0.284 0.539 0.041
Departure Headway (Hd) 5.114 5.006 5.086 5.807
Convergence, Y/N Yes Yes Yes Yes
Cap 708 720 714 618
Service Time 3.114 3.024 3.086 3.828
HCM Lane V/C Ratio 0.339 0.283 0.546 0.042
HCM Control Delay, s/veh 10.7 10 13.9 9.1
HCM Lane LOS BABA
HCM 95th-tile Q 1.5 1.2 3.2 0.1
3.2-9
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 04/16/2024
Existing (2024) - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 29 26 186 318 50
Future Vol, veh/h 17 29 26 186 318 50
Conflicting Peds, #/hr 0 0 0 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 30 27 192 328 52
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 506 193 382 0 - 0
Stage 1 357 -----
Stage 2 149 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 496 816 1173 - - -
Stage 1 679 -----
Stage 2 863 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 481 814 1169 - - -
Mov Cap-2 Maneuver 481 -----
Stage 1 661 -----
Stage 2 860 -----
Approach EB NB SB
HCM Control Delay, s/v10.99 1.13 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 442 - 648 - -
HCM Lane V/C Ratio 0.023 - 0.073 - -
HCM Control Delay (s/veh) 8.2 0.2 11 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
3.2-10
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 04/16/2024
Existing (2024) - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 36 61 25 104 24 134 32 244
Future Volume (vph) 36 61 25 104 24 134 32 244
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 15.0 49.0 15.0 49.0 15.0 41.0 15.0 41.0 Total Split (%) 12.5% 40.8% 12.5% 40.8% 12.5% 34.2% 12.5% 34.2% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 16.1 14.7 15.0 12.9 14.3 12.2 15.3 14.0 Actuated g/C Ratio 0.38 0.34 0.35 0.30 0.33 0.29 0.36 0.33 v/c Ratio 0.07 0.13 0.04 0.27 0.05 0.16 0.06 0.29
Control Delay (s/veh) 9.5 11.1 9.6 14.9 11.2 14.7 11.0 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.5 11.1 9.6 14.9 11.2 14.7 11.0 12.7
LOS ABABBBBB
Approach Delay (s/veh) 10.7 14.1 14.3 12.6
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 42.8
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.29
Intersection Signal Delay (s/veh): 13.0 Intersection LOS: B Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
3.2-11
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 04/16/2024
Existing (2024) - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 36 61 21 25 104 42 24 134 24 32 244 71 Future Volume (veh/h) 36 61 21 25 104 42 24 134 24 32 244 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 64 11 26 109 28 25 141 20 34 257 57 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 467 399 69 515 352 90 393 726 101 470 697 152 Arrive On Green 0.04 0.26 0.26 0.03 0.25 0.25 0.03 0.23 0.23 0.04 0.24 0.24 Sat Flow, veh/h 1781 1553 267 1781 1433 368 1781 3118 433 1781 2888 628 Grp Volume(v), veh/h 38 0 75 26 0 137 25 79 82 34 156 158 Grp Sat Flow(s),veh/h/ln 1781 0 1820 1781 0 1801 1781 1777 1775 1781 1777 1739 Q Serve(g_s), s 0.7 0.0 1.4 0.5 0.0 2.7 0.5 1.6 1.6 0.6 3.2 3.3 Cycle Q Clear(g_c), s 0.7 0.0 1.4 0.5 0.0 2.7 0.5 1.6 1.6 0.6 3.2 3.3 Prop In Lane 1.00 0.15 1.00 0.20 1.00 0.24 1.00 0.36
Lane Grp Cap(c), veh/h 467 0 467 515 0 442 393 413 413 470 429 420 V/C Ratio(X) 0.08 0.00 0.16 0.05 0.00 0.31 0.06 0.19 0.20 0.07 0.36 0.38 Avail Cap(c_a), veh/h 813 0 1816 881 0 1798 761 1450 1448 823 1450 1420 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.5 0.0 12.7 11.7 0.0 13.6 12.2 13.6 13.6 11.9 13.9 13.9 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.4 0.0 0.2 0.2 0.0 0.5 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.5 0.2 0.0 1.0 0.2 0.5 0.6 0.2 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.5 0.0 12.8 11.7 0.0 13.9 12.3 13.8 13.8 12.0 14.4 14.5 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 113 163 186 348
Approach Delay, s/veh 12.4 13.6 13.6 14.2
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.0 16.4 5.9 15.7 6.5 15.9 6.3 15.3 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 43.9 10.4 35.9 10.4 43.9 10.4 35.9 Max Q Clear Time (g_c+I1), s 2.5 3.4 2.5 5.3 2.7 4.7 2.6 3.6 Green Ext Time (p_c), s 0.0 0.4 0.0 1.8 0.0 0.8 0.0 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 13.7
HCM 7th LOS B
3.2-12
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 3.3: EXISTING (2024) CONDITIONS TRAFFIC SIGNAL
WARRANT ANALYSIS WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2024) Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 611 Number of Approach Lanes on Major Street = 1
Minor Street Name = Paseo Grande High Volume Approach (VPH) = 261 Number of Approach Lanes On Minor Street = 1
*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
611
261
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
3.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2024) Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 801 Number of Approach Lanes on Major Street = 1
Minor Street Name = Kirkwood Dr. High Volume Approach (VPH) = 83 Number of Approach Lanes On Minor Street = 1
*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 801
83 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
3.3-2
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 5.1: E+P CONDITIONS INTERSECTION OPERATIONS
ANALYSIS WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 48.2
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 176 64 43 159 0 245 30 290 6 7 41 Future Vol, veh/h 21 176 64 43 159 0 245 30 290 6 7 41
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 25 212 77 52 192 0 295 36 349 7 8 49
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 17.9 15.8 77.4 10.9
HCM LOS C C F B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 43% 8% 21% 11%
Vol Thru, % 5% 67% 79% 13%
Vol Right, % 51% 25% 0% 76%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 565 261 202 54
LT Vol 245 21 43 6
Through Vol 30 176 159 7
RT Vol 290 64 0 41
Lane Flow Rate 681 314 243 65
Geometry Grp 1111
Degree of Util (X) 1.064 0.561 0.456 0.122
Departure Headway (Hd) 5.628 6.708 7.041 6.924
Convergence, Y/N Yes Yes Yes Yes
Cap 640 541 516 521
Service Time 3.712 4.708 5.041 4.924
HCM Lane V/C Ratio 1.064 0.58 0.471 0.125
HCM Control Delay, s/veh 77.4 17.9 15.8 10.9
HCM Lane LOS F C C B
HCM 95th-tile Q 18.6 3.4 2.4 0.4
5.1-1
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 06/26/2024
E+P - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 45 29 526 237 17
Future Vol, veh/h 38 45 29 526 237 17
Conflicting Peds, #/hr 0 46 0 0 0 5
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 43 51 33 598 269 19
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 649 195 294 0 - 0
Stage 1 284 -----
Stage 2 365 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 403 813 1265 - - -
Stage 1 739 -----
Stage 2 673 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 386 774 1259 - - -
Mov Cap-2 Maneuver 386 -----
Stage 1 712 -----
Stage 2 670 -----
Approach EB NB SB
HCM Control Delay, s/v13.25 0.63 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 188 - 530 - -
HCM Lane V/C Ratio 0.026 - 0.178 - -
HCM Control Delay (s/veh) 7.9 0.2 13.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.6 - -
5.1-2
HCM 7th TWSC Via Del Rio (JN 15701)
3: Via Del Rio 06/26/2024
E+P - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 6 652 1 0 285
Future Vol, veh/h 0 6 652 1 0 285
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 7 709 1 0 310
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 355 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 641 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 641 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s/v10.67 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 641 -
HCM Lane V/C Ratio - - 0.01 -
HCM Control Delay (s/veh) - - 10.7 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
5.1-3
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 06/26/2024
E+P - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 81 61 26 35 15 418 87 180
Future Volume (vph) 81 61 26 35 15 418 87 180
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 16.0 46.0 12.0 42.0 12.0 43.0 19.0 50.0 Total Split (%) 13.3% 38.3% 10.0% 35.0% 10.0% 35.8% 15.8% 41.7% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 22.4 18.8 17.5 12.9 20.6 16.2 26.5 24.6 Actuated g/C Ratio 0.38 0.31 0.29 0.22 0.35 0.27 0.44 0.41 v/c Ratio 0.23 0.20 0.07 0.47 0.04 0.57 0.25 0.17
Control Delay (s/veh) 15.2 17.1 14.3 10.6 11.5 23.8 12.4 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 15.2 17.1 14.3 10.6 11.5 23.8 12.4 12.8
LOS BBBBBCBB
Approach Delay (s/veh) 16.3 11.1 23.4 12.8
Approach LOS B B C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 59.7
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.57
Intersection Signal Delay (s/veh): 17.3 Intersection LOS: B Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
5.1-4
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 06/26/2024
E+P - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 61 34 26 35 154 15 418 21 87 180 18 Future Volume (veh/h) 81 61 34 26 35 154 15 418 21 87 180 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.98 0.99 0.91 0.98 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 100 75 23 32 43 117 19 516 24 107 222 18 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 430 350 107 476 95 259 472 893 41 383 1039 84 Arrive On Green 0.07 0.25 0.25 0.04 0.22 0.22 0.02 0.26 0.26 0.08 0.31 0.31 Sat Flow, veh/h 1781 1373 421 1781 438 1192 1781 3441 160 1781 3327 267 Grp Volume(v), veh/h 100 0 98 32 0 160 19 266 274 107 118 122 Grp Sat Flow(s),veh/h/ln 1781 0 1793 1781 0 1630 1781 1777 1824 1781 1777 1818 Q Serve(g_s), s 2.2 0.0 2.2 0.7 0.0 4.4 0.4 6.8 6.8 2.2 2.5 2.6 Cycle Q Clear(g_c), s 2.2 0.0 2.2 0.7 0.0 4.4 0.4 6.8 6.8 2.2 2.5 2.6 Prop In Lane 1.00 0.23 1.00 0.73 1.00 0.09 1.00 0.15
Lane Grp Cap(c), veh/h 430 0 457 476 0 354 472 461 473 383 555 568 V/C Ratio(X) 0.23 0.00 0.21 0.07 0.00 0.45 0.04 0.58 0.58 0.28 0.21 0.22 Avail Cap(c_a), veh/h 690 0 1414 667 0 1160 685 1298 1333 742 1538 1574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.0 0.0 15.2 14.8 0.0 17.6 13.5 16.7 16.7 12.6 13.1 13.1 Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.9 0.0 1.1 1.1 0.1 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.8 0.3 0.0 1.5 0.1 2.5 2.6 0.7 0.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.1 0.0 15.5 14.8 0.0 18.5 13.5 17.9 17.9 12.8 13.3 13.3 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 198 192 559 347
Approach Delay, s/veh 14.8 17.9 17.7 13.2
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.4 18.3 5.8 21.3 8.4 16.4 8.5 18.6 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 7.4 40.9 7.4 44.9 11.4 36.9 14.4 37.9 Max Q Clear Time (g_c+I1), s 2.7 4.2 2.4 4.6 4.2 6.4 4.2 8.8 Green Ext Time (p_c), s 0.0 0.5 0.0 1.4 0.1 1.0 0.1 3.3 Intersection Summary
HCM 7th Control Delay, s/veh 16.1
HCM 7th LOS B
5.1-5
HCM 7th TWSC Via Del Rio (JN 15701)
5: Avenida Del Vista 06/26/2024
E+P - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 164 205 0 1 10
Future Vol, veh/h 4 164 205 0 1 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 178 223 0 1 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 223 0 - 0 410 223
Stage 1 - - - - 223 -
Stage 2 - - - - 187 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1346 - - - 598 817
Stage 1 - - - - 814 -
Stage 2 - - - - 845 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1346 - - - 596 817
Mov Cap-2 Maneuver - - - - 596 -
Stage 1 - - - - 811 -
Stage 2 - - - - 845 -
Approach EB WB SB
HCM Control Delay, s/v 0.18 0 9.63
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 43 - - - 790
HCM Lane V/C Ratio 0.003 - - - 0.015
HCM Control Delay (s/veh) 7.7 0 - - 9.6
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
5.1-6
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 16.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 24 216 89 163 164 7 77 18 145 7 19 8 Future Vol, veh/h 24 216 89 163 164 7 77 18 145 7 19 8
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 29 263 109 199 200 9 94 22 177 9 23 10
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 16.9 18.6 14.3 10.4
HCM LOS C C B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 7% 49% 21%
Vol Thru, % 7% 66% 49% 56%
Vol Right, % 60% 27% 2% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 240 329 334 34
LT Vol 77 24 163 7
Through Vol 18 216 164 19
RT Vol 145 89 7 8
Lane Flow Rate 293 401 407 41
Geometry Grp 1111
Degree of Util (X) 0.477 0.612 0.644 0.079
Departure Headway (Hd) 5.873 5.489 5.69 6.861
Convergence, Y/N Yes Yes Yes Yes
Cap 609 654 631 525
Service Time 3.958 3.564 3.765 4.861
HCM Lane V/C Ratio 0.481 0.613 0.645 0.078
HCM Control Delay, s/veh 14.3 16.9 18.6 10.4
HCM Lane LOS B C C B
HCM 95th-tile Q 2.6 4.2 4.6 0.3
5.1-7
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 06/26/2024
E+P - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 25 29 19 211 282 38
Future Vol, veh/h 25 29 19 211 282 38
Conflicting Peds, #/hr 0 35 0 0 0 14
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 28 33 22 240 320 43
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 519 231 378 0 - 0
Stage 1 356 -----
Stage 2 163 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 486 771 1177 - - -
Stage 1 680 -----
Stage 2 849 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 464 736 1162 - - -
Mov Cap-2 Maneuver 464 -----
Stage 1 657 -----
Stage 2 838 -----
Approach EB NB SB
HCM Control Delay, s/v11.95 0.8 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 297 - 579 - -
HCM Lane V/C Ratio 0.019 - 0.106 - -
HCM Control Delay (s/veh) 8.2 0.1 12 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
5.1-8
HCM 7th TWSC Via Del Rio (JN 15701)
3: Via Del Rio 06/26/2024
E+P - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 255 2 0 327
Future Vol, veh/h 0 4 255 2 0 327
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 4 277 2 0 355
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 140 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 883 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 883 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s/v 9.1 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 883 -
HCM Lane V/C Ratio - - 0.005 -
HCM Control Delay (s/veh) - - 9.1 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
5.1-9
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 06/26/2024
E+P - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 51 68 39 85 34 141 80 182
Future Volume (vph) 51 68 39 85 34 141 80 182
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 17.0 52.0 15.0 50.0 17.0 33.0 20.0 36.0 Total Split (%) 14.2% 43.3% 12.5% 41.7% 14.2% 27.5% 16.7% 30.0% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 17.6 14.9 16.1 12.7 16.5 11.9 20.3 17.3 Actuated g/C Ratio 0.35 0.30 0.32 0.25 0.33 0.24 0.41 0.35 v/c Ratio 0.11 0.18 0.08 0.34 0.08 0.21 0.17 0.22
Control Delay (s/veh) 11.1 14.8 11.0 17.2 11.7 18.5 11.6 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 11.1 14.8 11.0 17.2 11.7 18.5 11.6 13.8
LOS BBBBBBBB
Approach Delay (s/veh) 13.6 16.0 17.4 13.3
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 50.1
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.35
Intersection Signal Delay (s/veh): 14.9 Intersection LOS: B Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
5.1-10
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 06/26/2024
E+P - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 68 26 39 85 65 34 141 22 80 182 65 Future Volume (veh/h) 51 68 26 39 85 65 34 141 22 80 182 65 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 0.99 0.92 0.94 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 55 73 13 42 91 52 37 152 22 86 196 55 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 446 371 66 493 258 147 464 753 106 506 755 206 Arrive On Green 0.05 0.24 0.24 0.04 0.23 0.23 0.04 0.24 0.24 0.07 0.27 0.27 Sat Flow, veh/h 1781 1540 274 1781 1111 635 1781 3087 435 1781 2754 752 Grp Volume(v), veh/h 55 0 86 42 0 143 37 86 88 86 125 126 Grp Sat Flow(s),veh/h/ln 1781 0 1814 1781 0 1746 1781 1777 1745 1781 1777 1729 Q Serve(g_s), s 1.1 0.0 1.8 0.8 0.0 3.3 0.7 1.9 2.0 1.7 2.7 2.8 Cycle Q Clear(g_c), s 1.1 0.0 1.8 0.8 0.0 3.3 0.7 1.9 2.0 1.7 2.7 2.8 Prop In Lane 1.00 0.15 1.00 0.36 1.00 0.25 1.00 0.43
Lane Grp Cap(c), veh/h 446 0 437 493 0 405 464 434 426 506 487 474 V/C Ratio(X) 0.12 0.00 0.20 0.09 0.00 0.35 0.08 0.20 0.21 0.17 0.26 0.27 Avail Cap(c_a), veh/h 805 0 1753 795 0 1615 847 1021 1003 945 1131 1100 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.9 0.0 14.7 13.0 0.0 15.6 12.7 14.6 14.6 12.0 13.7 13.8 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.5 0.0 0.2 0.2 0.1 0.3 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.7 0.3 0.0 1.2 0.2 0.7 0.7 0.6 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.9 0.0 14.9 13.1 0.0 16.1 12.7 14.8 14.8 12.1 14.0 14.1 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 141 185 211 337
Approach Delay, s/veh 14.1 15.4 14.5 13.6
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.8 16.8 6.6 18.4 7.2 16.4 8.0 16.9 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 46.9 12.4 30.9 12.4 44.9 15.4 27.9 Max Q Clear Time (g_c+I1), s 2.8 3.8 2.7 4.8 3.1 5.3 3.7 4.0 Green Ext Time (p_c), s 0.0 0.5 0.0 1.4 0.0 0.8 0.1 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 14.3
HCM 7th LOS B
5.1-11
HCM 7th TWSC Via Del Rio (JN 15701)
5: Avenida Del Vista 06/26/2024
E+P - MD Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 160 182 1 1 7
Future Vol, veh/h 10 160 182 1 1 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 11 174 198 1 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 199 0 - 0 394 198
Stage 1 - - - - 198 -
Stage 2 - - - - 196 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1373 - - - 611 843
Stage 1 - - - - 835 -
Stage 2 - - - - 837 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1373 - - - 605 843
Mov Cap-2 Maneuver - - - - 605 -
Stage 1 - - - - 828 -
Stage 2 - - - - 837 -
Approach EB WB SB
HCM Control Delay, s/v 0.45 0 9.53
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 106 - - - 803
HCM Lane V/C Ratio 0.008 - - - 0.011
HCM Control Delay (s/veh) 7.6 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
5.1-12
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 12.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 118 64 250 98 9 51 15 156 4 15 4
Future Vol, veh/h 5 118 64 250 98 9 51 15 156 4 15 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 131 71 278 109 10 57 17 173 4 17 4
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 10.1 14.5 11 9.2
HCM LOSB B B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 23% 3% 70% 17%
Vol Thru, % 7% 63% 27% 65%
Vol Right, % 70% 34% 3% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 222 187 357 23
LT Vol 51 5 250 4
Through Vol 15 118 98 15
RT Vol 156 64 9 4
Lane Flow Rate 247 208 397 26
Geometry Grp 1111
Degree of Util (X) 0.352 0.291 0.564 0.042
Departure Headway (Hd) 5.137 5.038 5.119 5.857
Convergence, Y/N Yes Yes Yes Yes
Cap 701 713 710 610
Service Time 3.173 3.068 3.119 3.906
HCM Lane V/C Ratio 0.352 0.292 0.559 0.043
HCM Control Delay, s/veh 11 10.1 14.5 9.2
HCM Lane LOS BBBA
HCM 95th-tile Q 1.6 1.2 3.6 0.1
5.1-13
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 06/26/2024
E+P - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 17 29 26 193 326 50
Future Vol, veh/h 17 29 26 193 326 50
Conflicting Peds, #/hr 0 0 0 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 30 27 199 336 52
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 518 197 391 0 - 0
Stage 1 365 -----
Stage 2 153 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 487 811 1164 - - -
Stage 1 673 -----
Stage 2 859 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 473 809 1161 - - -
Mov Cap-2 Maneuver 473 -----
Stage 1 654 -----
Stage 2 857 -----
Approach EB NB SB
HCM Control Delay, s/v11.07 1.11 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 427 - 641 - -
HCM Lane V/C Ratio 0.023 - 0.074 - -
HCM Control Delay (s/veh) 8.2 0.2 11.1 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
5.1-14
HCM 7th TWSC Via Del Rio (JN 15701)
3: Via Del Rio 06/26/2024
E+P - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 215 3 0 358
Future Vol, veh/h 0 4 215 3 0 358
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 4 234 3 0 389
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 118 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 911 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 911 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s/v 8.97 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 911 -
HCM Lane V/C Ratio - - 0.005 -
HCM Control Delay (s/veh) - - 9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
5.1-15
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 06/26/2024
E+P - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 37 63 27 106 24 136 43 244
Future Volume (vph) 37 63 27 106 24 136 43 244
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 15.0 49.0 15.0 49.0 15.0 41.0 15.0 41.0 Total Split (%) 12.5% 40.8% 12.5% 40.8% 12.5% 34.2% 12.5% 34.2% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 16.1 14.8 15.1 13.0 14.3 12.2 15.5 14.1 Actuated g/C Ratio 0.37 0.34 0.35 0.30 0.33 0.28 0.36 0.33 v/c Ratio 0.07 0.14 0.05 0.29 0.05 0.17 0.09 0.29
Control Delay (s/veh) 9.6 11.3 9.7 15.0 11.2 14.8 11.0 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.6 11.3 9.7 15.0 11.2 14.8 11.0 12.7
LOS ABABBBBB
Approach Delay (s/veh) 10.8 14.3 14.4 12.6
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 43
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.29
Intersection Signal Delay (s/veh): 13.1 Intersection LOS: B Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
5.1-16
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 06/26/2024
E+P - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 63 21 27 106 45 24 136 26 43 244 71 Future Volume (veh/h) 37 63 21 27 106 45 24 136 26 43 244 71 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 66 11 28 112 31 25 143 22 45 257 57 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 458 395 66 509 342 95 399 709 107 480 717 156 Arrive On Green 0.04 0.25 0.25 0.03 0.24 0.24 0.03 0.23 0.23 0.05 0.25 0.25 Sat Flow, veh/h 1781 1561 260 1781 1408 390 1781 3081 464 1781 2888 628 Grp Volume(v), veh/h 39 0 77 28 0 143 25 81 84 45 156 158 Grp Sat Flow(s),veh/h/ln 1781 0 1821 1781 0 1797 1781 1777 1768 1781 1777 1740 Q Serve(g_s), s 0.7 0.0 1.5 0.5 0.0 2.9 0.5 1.6 1.7 0.8 3.2 3.3 Cycle Q Clear(g_c), s 0.7 0.0 1.5 0.5 0.0 2.9 0.5 1.6 1.7 0.8 3.2 3.3 Prop In Lane 1.00 0.14 1.00 0.22 1.00 0.26 1.00 0.36
Lane Grp Cap(c), veh/h 458 0 461 509 0 436 399 409 407 480 441 432 V/C Ratio(X) 0.09 0.00 0.17 0.05 0.00 0.33 0.06 0.20 0.21 0.09 0.35 0.37 Avail Cap(c_a), veh/h 798 0 1797 867 0 1774 763 1434 1426 811 1434 1404 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.7 0.0 13.0 11.9 0.0 13.9 12.4 13.8 13.8 11.9 13.8 13.8 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.4 0.0 0.2 0.2 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.5 0.2 0.0 1.0 0.2 0.6 0.6 0.3 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.7 0.0 13.1 11.9 0.0 14.3 12.5 14.0 14.1 12.0 14.3 14.3 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 116 171 190 359
Approach Delay, s/veh 12.7 13.9 13.9 14.0
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.1 16.4 5.9 16.1 6.5 15.9 6.7 15.3 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 43.9 10.4 35.9 10.4 43.9 10.4 35.9 Max Q Clear Time (g_c+I1), s 2.5 3.5 2.5 5.3 2.7 4.9 2.8 3.7 Green Ext Time (p_c), s 0.0 0.4 0.0 1.8 0.0 0.8 0.0 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 13.8
HCM 7th LOS B
5.1-17
HCM 7th TWSC Via Del Rio (JN 15701)
5: Avenida Del Vista 06/26/2024
E+P - PM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 14 117 171 1 1 7
Future Vol, veh/h 14 117 171 1 1 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 15 127 186 1 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 187 0 - 0 344 186
Stage 1 - - - - 186 -
Stage 2 - - - - 158 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1387 - - - 652 856
Stage 1 - - - - 845 -
Stage 2 - - - - 871 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1387 - - - 645 856
Mov Cap-2 Maneuver - - - - 645 -
Stage 1 - - - - 835 -
Stage 2 - - - - 871 -
Approach EB WB SB
HCM Control Delay, s/v 0.81 0 9.43
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 192 - - - 822
HCM Lane V/C Ratio 0.011 - - - 0.011
HCM Control Delay (s/veh) 7.6 0 - - 9.4
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
5.1-18
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 5.2: E+P CONDITIONS TRAFFIC SIGNAL WARRANT
ANALYSIS WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = E+P Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 619 Number of Approach Lanes on Major Street = 1
Minor Street Name = Paseo Grande High Volume Approach (VPH) = 259 Number of Approach Lanes On Minor Street = 1
*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
619
259
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
5.2-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = E+P Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 809 Number of Approach Lanes on Major Street = 1
Minor Street Name = Kirkwood Dr. High Volume Approach (VPH) = 83 Number of Approach Lanes On Minor Street = 1
*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 809
83 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
5.2-2
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 5.3: E+P CONDITIONS INTERSECTION OPERATIONS
ANALYSIS WORKSHEETS WITH IMPROVEMENTS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
Timings Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - AM Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 21 176 43 159 245 30 6 7
Future Volume (vph) 21 176 43 159 245 30 6 7
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2684
Detector Phase 2 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.6 Total Split (s) 23.4 23.4 23.4 23.4 36.6 36.6 36.6 36.6 Total Split (%) 39.0% 39.0% 39.0% 39.0% 61.0% 61.0% 61.0% 61.0% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None
Act Effct Green (s) 14.1 14.1 25.1 25.1
Actuated g/C Ratio 0.29 0.29 0.51 0.51
v/c Ratio 0.60 0.51 0.86 0.07
Control Delay (s/veh) 20.7 20.6 22.2 3.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 20.7 20.6 22.2 3.3
LOS CCCA
Approach Delay (s/veh) 20.7 20.6 22.2 3.3
Approach LOS C C C A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 48.9
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay (s/veh): 20.6 Intersection LOS: C Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Via Del Rio & Paseo Grande
5.3-1
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 1: Via Del Rio & Paseo Grande 06/26/2024
E+P - AM Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 176 64 43 159 0 245 30 290 6 7 41 Future Volume (veh/h) 21 176 64 43 159 0 245 30 290 6 7 41 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 25 212 77 52 192 0 295 36 349 7 8 49 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 109 303 104 162 372 0 442 68 410 141 162 682 Arrive On Green 0.24 0.24 0.24 0.24 0.24 0.00 0.54 0.54 0.54 0.54 0.54 0.54 Sat Flow, veh/h 71 1250 429 246 1537 0 593 125 757 86 299 1259 Grp Volume(v), veh/h 314 0 0 244 0 0 680 0 0 64 0 0
Grp Sat Flow(s),veh/h/ln 1750 0 0 1783 0 0 1475 0 0 1645 0 0 Q Serve(g_s), s 2.1 0.0 0.0 0.0 0.0 0.0 15.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 7.0 0.0 0.0 4.9 0.0 0.0 16.6 0.0 0.0 0.8 0.0 0.0 Prop In Lane 0.08 0.25 0.21 0.00 0.43 0.51 0.11 0.77
Lane Grp Cap(c), veh/h 515 0 0 535 0 0 920 0 0 985 0 0
V/C Ratio(X) 0.61 0.00 0.00 0.46 0.00 0.00 0.74 0.00 0.00 0.07 0.00 0.00 Avail Cap(c_a), veh/h 857 0 0 858 0 0 1227 0 0 1303 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 14.8 0.0 0.0 14.1 0.0 0.0 8.2 0.0 0.0 4.7 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.6 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 0.0 0.0 1.9 0.0 0.0 3.9 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 16.0 0.0 0.0 14.7 0.0 0.0 9.8 0.0 0.0 4.7 0.0 0.0 LnGrp LOSB B A A
Approach Vol, veh/h 314 244 680 64
Approach Delay, s/veh 16.0 14.7 9.8 4.7
Approach LOS BBAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 14.9 27.7 14.9 27.7
Change Period (Y+Rc), s 4.6 4.6 4.6 4.6
Max Green Setting (Gmax), s 18.8 32.0 18.8 32.0
Max Q Clear Time (g_c+I1), s 9.0 2.8 6.9 18.6
Green Ext Time (p_c), s 1.4 0.3 1.1 4.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.0
HCM 7th LOS B
5.3-2
Timings Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - MD Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 24 216 163 164 77 18 7 19
Future Volume (vph) 24 216 163 164 77 18 7 19
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2684
Detector Phase 2 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.6 Total Split (s) 37.0 37.0 37.0 37.0 23.0 23.0 23.0 23.0 Total Split (%) 61.7% 61.7% 61.7% 61.7% 38.3% 38.3% 38.3% 38.3% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None
Act Effct Green (s) 18.5 18.5 12.4 12.4
Actuated g/C Ratio 0.45 0.45 0.30 0.30
v/c Ratio 0.50 0.71 0.54 0.08
Control Delay (s/veh) 9.0 16.9 12.5 11.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.0 16.9 12.5 11.3
LOS ABBB
Approach Delay (s/veh) 9.0 17.0 12.5 11.3
Approach LOS ABBB
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 40.8
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay (s/veh): 12.8 Intersection LOS: B Intersection Capacity Utilization 69.8% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 1: Via Del Rio & Paseo Grande
5.3-3
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 1: Via Del Rio & Paseo Grande 06/26/2024
E+P - MD Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 216 89 163 164 7 77 18 145 7 19 8 Future Volume (veh/h) 24 216 89 163 164 7 77 18 145 7 19 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.98 1.00 1.00 0.96 1.00 0.97 0.98 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 29 263 109 199 200 9 94 22 177 9 23 10 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 149 455 178 415 327 13 270 84 301 197 364 130 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 59 1214 475 638 874 34 351 260 932 164 1129 404 Grp Volume(v), veh/h 401 0 0 408 0 0 293 0 0 42 0 0
Grp Sat Flow(s),veh/h/ln 1747 0 0 1546 0 0 1542 0 0 1697 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.1 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 5.5 0.0 0.0 5.7 0.0 0.0 4.7 0.0 0.0 0.5 0.0 0.0 Prop In Lane 0.07 0.27 0.49 0.02 0.32 0.60 0.21 0.24
Lane Grp Cap(c), veh/h 782 0 0 755 0 0 654 0 0 691 0 0
V/C Ratio(X) 0.51 0.00 0.00 0.54 0.00 0.00 0.45 0.00 0.00 0.06 0.00 0.00 Avail Cap(c_a), veh/h 1962 0 0 1666 0 0 1078 0 0 1142 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.7 0.0 0.0 7.7 0.0 0.0 8.5 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.6 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 0.0 1.5 0.0 0.0 1.2 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.2 0.0 0.0 8.3 0.0 0.0 9.0 0.0 0.0 7.2 0.0 0.0 LnGrp LOSA A A A
Approach Vol, veh/h 401 408 293 42
Approach Delay, s/veh 8.2 8.3 9.0 7.2
Approach LOS AAAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 16.0 14.4 16.0 14.4
Change Period (Y+Rc), s 4.6 4.6 4.6 4.6
Max Green Setting (Gmax), s 32.4 18.4 32.4 18.4
Max Q Clear Time (g_c+I1), s 7.5 2.5 7.7 6.7
Green Ext Time (p_c), s 2.8 0.1 3.3 1.5
Intersection Summary
HCM 7th Control Delay, s/veh 8.4
HCM 7th LOS A
5.3-4
Timings Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - PM Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 5 118 250 98 51 15 4 15
Future Volume (vph) 5 118 250 98 51 15 4 15
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2684
Detector Phase 2 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.6 Total Split (s) 32.2 32.2 32.2 32.2 22.8 22.8 22.8 22.8 Total Split (%) 58.5% 58.5% 58.5% 58.5% 41.5% 41.5% 41.5% 41.5% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None
Act Effct Green (s) 17.0 17.0 12.5 12.5
Actuated g/C Ratio 0.49 0.49 0.36 0.36
v/c Ratio 0.23 0.65 0.38 0.04
Control Delay (s/veh) 5.1 14.2 6.7 10.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 5.1 14.2 6.7 10.9
LOS ABAB
Approach Delay (s/veh) 5.2 14.2 6.8 10.9
Approach LOS ABAB
Intersection Summary
Cycle Length: 55
Actuated Cycle Length: 34.9
Natural Cycle: 55
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay (s/veh): 9.9 Intersection LOS: A Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 1: Via Del Rio & Paseo Grande
5.3-5
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 1: Via Del Rio & Paseo Grande 06/26/2024
E+P - PM Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 118 64 250 98 9 51 15 156 4 15 4 Future Volume (veh/h) 5 118 64 250 98 9 51 15 156 4 15 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 0.99 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 6 131 71 278 109 10 57 17 173 4 17 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 134 428 225 561 175 14 222 75 333 174 423 86 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.31 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 15 1141 599 930 467 36 223 244 1091 96 1384 282 Grp Volume(v), veh/h 208 0 0 397 0 0 247 0 0 25 0 0
Grp Sat Flow(s),veh/h/ln 1755 0 0 1433 0 0 1557 0 0 1763 0 0 Q Serve(g_s), s 0.0 0.0 0.0 4.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 2.4 0.0 0.0 6.4 0.0 0.0 3.6 0.0 0.0 0.3 0.0 0.0 Prop In Lane 0.03 0.34 0.70 0.03 0.23 0.70 0.16 0.16
Lane Grp Cap(c), veh/h 787 0 0 750 0 0 630 0 0 684 0 0
V/C Ratio(X) 0.26 0.00 0.00 0.53 0.00 0.00 0.39 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh/h 1797 0 0 1518 0 0 1123 0 0 1225 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.4 0.0 0.0 7.4 0.0 0.0 8.2 0.0 0.0 7.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.6 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 0.0 1.3 0.0 0.0 0.9 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 6.6 0.0 0.0 8.0 0.0 0.0 8.6 0.0 0.0 7.1 0.0 0.0 LnGrp LOSA A A A
Approach Vol, veh/h 208 397 247 25
Approach Delay, s/veh 6.6 8.0 8.6 7.1
Approach LOS AAAA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 15.4 13.4 15.4 13.4
Change Period (Y+Rc), s 4.6 4.6 4.6 4.6
Max Green Setting (Gmax), s 27.6 18.2 27.6 18.2
Max Q Clear Time (g_c+I1), s 4.4 2.3 8.4 5.6
Green Ext Time (p_c), s 1.3 0.1 2.8 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 7.8
HCM 7th LOS A
5.3-6
HCM 7th Roundabout Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - AM Peak Hour Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 314 244 680 64
Demand Flow Rate, veh/h 321 249 694 65
Vehicles Circulating, veh/h 68 364 249 550
Vehicles Exiting, veh/h 547 579 140 63
Ped Vol Crossing Leg, #/h 1 10 2 6
Ped Cap Adj 1.000 0.999 1.000 0.999
Approach Delay, s/veh 5.1 6.5 12.8 5.5
Approach LOS AABA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 321 249 694 65
Cap Entry Lane, veh/h 1287 952 1070 787
Entry HV Adj Factor 0.977 0.981 0.980 0.982
Flow Entry, veh/h 314 244 680 64
Cap Entry, veh/h 1258 932 1049 773
V/C Ratio 0.249 0.262 0.649 0.083
Control Delay, s/veh 5.1 6.5 12.8 5.5
LOS AABA
95th %tile Queue, veh 1150
5.3-7
HCM 7th Roundabout Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - MD Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 6.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 401 408 293 42
Demand Flow Rate, veh/h 409 416 299 42
Vehicles Circulating, veh/h 235 148 307 503
Vehicles Exiting, veh/h 310 458 337 61
Ped Vol Crossing Leg, #/h 0 20 2 30
Ped Cap Adj 1.000 0.997 1.000 0.996
Approach Delay, s/veh 7.3 6.5 6.7 4.9
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 409 416 299 42
Cap Entry Lane, veh/h 1086 1187 1009 826
Entry HV Adj Factor 0.980 0.981 0.978 0.989
Flow Entry, veh/h 401 408 293 42
Cap Entry, veh/h 1064 1161 987 814
V/C Ratio 0.377 0.352 0.296 0.051
Control Delay, s/veh 7.3 6.5 6.7 4.9
LOS AAAA
95th %tile Queue, veh 2210
5.3-8
HCM 7th Roundabout Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
E+P - PM Peak Hour WITH IMPROVEMENTS Synchro 12 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 5.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 208 397 247 25
Demand Flow Rate, veh/h 212 405 251 25
Vehicles Circulating, veh/h 305 81 144 453
Vehicles Exiting, veh/h 173 314 373 33
Ped Vol Crossing Leg, #/h 2 6 1 3
Ped Cap Adj 1.000 0.999 1.000 1.000
Approach Delay, s/veh 5.6 5.8 4.9 4.5
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 212 405 251 25
Cap Entry Lane, veh/h 1011 1270 1191 869
Entry HV Adj Factor 0.983 0.980 0.983 0.987
Flow Entry, veh/h 208 397 247 25
Cap Entry, veh/h 993 1244 1171 857
V/C Ratio 0.210 0.319 0.211 0.029
Control Delay, s/veh 5.6 5.8 4.9 4.5
LOS AAAA
95th %tile Queue, veh 1110
5.3-9
Via Del Rio Focused Traffic Study
15701-03 TA Report
This Page Intentionally Left Blank
5.3-10
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 6.1: OPENING YEAR CUMULATIVE (2027) WITHOUT
PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS
WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 04/16/2024
Opening Year Cumulative (2027) Without Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 101
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 244 69 47 259 0 257 33 311 6 15 44 Future Vol, veh/h 30 244 69 47 259 0 257 33 311 6 15 44 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 36 294 83 57 312 0 310 40 375 7 18 53
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 35 30.3 184.2 13.7
HCM LOS D D F B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 43% 9% 15% 9%
Vol Thru, % 5% 71% 85% 23%
Vol Right, % 52% 20% 0% 68%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 601 343 306 65
LT Vol 257 30 47 6
Through Vol 33 244 259 15
RT Vol 311 69 0 44
Lane Flow Rate 724 413 369 78
Geometry Grp 1111
Degree of Util (X) 1.337 0.794 0.732 0.175
Departure Headway (Hd) 6.647 7.887 8.133 8.867
Convergence, Y/N Yes Yes Yes Yes
Cap 550 463 450 407
Service Time 4.653 5.887 6.133 6.867
HCM Lane V/C Ratio 1.316 0.892 0.82 0.192
HCM Control Delay, s/veh 184.2 35 30.3 13.7
HCM Lane LOS F D D B
HCM 95th-tile Q 31.4 7.2 5.9 0.6
6.1-1
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 04/16/2024
Opening Year Cumulative (2027) Without Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 48 31 560 262 18
Future Vol, veh/h 40 48 31 560 262 18
Conflicting Peds, #/hr 0 46 0 0 0 5
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 45 55 35 636 298 20
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 702 210 323 0 - 0
Stage 1 313 -----
Stage 2 389 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 373 796 1233 - - -
Stage 1 715 -----
Stage 2 654 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 356 757 1228 - - -
Mov Cap-2 Maneuver 356 -----
Stage 1 686 -----
Stage 2 651 -----
Approach EB NB SB
HCM Control Delay, s/v13.97 0.66 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 189 - 501 - -
HCM Lane V/C Ratio 0.029 - 0.2 - -
HCM Control Delay (s/veh) 8 0.3 14 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.7 - -
6.1-2
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 04/16/2024
Opening Year Cumulative (2027) Without Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 86 64 26 34 16 453 90 198
Future Volume (vph) 86 64 26 34 16 453 90 198
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 16.0 46.0 12.0 42.0 12.0 43.0 19.0 50.0 Total Split (%) 13.3% 38.3% 10.0% 35.0% 10.0% 35.8% 15.8% 41.7% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 22.7 19.0 17.6 12.9 21.7 17.4 27.9 25.9 Actuated g/C Ratio 0.37 0.31 0.29 0.21 0.35 0.28 0.46 0.42 v/c Ratio 0.26 0.21 0.07 0.48 0.04 0.59 0.27 0.18
Control Delay (s/veh) 16.1 18.0 15.0 10.9 11.5 24.1 12.5 12.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 16.1 18.0 15.0 10.9 11.5 24.1 12.5 12.7
LOS BBBBBCBB
Approach Delay (s/veh) 17.1 11.5 23.7 12.7
Approach LOS B B C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 61.3
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay (s/veh): 17.6 Intersection LOS: B Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
6.1-3
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 04/16/2024
Opening Year Cumulative (2027) Without Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 64 36 26 34 159 16 453 21 90 198 21 Future Volume (veh/h) 86 64 36 26 34 159 16 453 21 90 198 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.98 0.99 0.91 0.98 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 106 79 25 32 42 123 20 559 24 111 244 22 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 420 344 109 465 88 259 472 928 40 375 1056 94 Arrive On Green 0.07 0.25 0.25 0.04 0.21 0.21 0.02 0.27 0.27 0.08 0.32 0.32 Sat Flow, veh/h 1781 1361 431 1781 414 1212 1781 3456 148 1781 3295 294 Grp Volume(v), veh/h 106 0 104 32 0 165 20 287 296 111 131 135 Grp Sat Flow(s),veh/h/ln 1781 0 1792 1781 0 1626 1781 1777 1827 1781 1777 1812 Q Serve(g_s), s 2.4 0.0 2.4 0.7 0.0 4.7 0.4 7.4 7.5 2.3 2.8 2.9 Cycle Q Clear(g_c), s 2.4 0.0 2.4 0.7 0.0 4.7 0.4 7.4 7.5 2.3 2.8 2.9 Prop In Lane 1.00 0.24 1.00 0.75 1.00 0.08 1.00 0.16
Lane Grp Cap(c), veh/h 420 0 453 465 0 347 472 477 491 375 570 581 V/C Ratio(X) 0.25 0.00 0.23 0.07 0.00 0.48 0.04 0.60 0.60 0.30 0.23 0.23 Avail Cap(c_a), veh/h 671 0 1387 652 0 1136 678 1275 1311 725 1510 1541 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.5 0.0 15.7 15.2 0.0 18.2 13.4 16.9 16.9 12.6 13.2 13.2 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.0 0.0 1.0 0.0 1.2 1.2 0.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.9 0.3 0.0 1.6 0.1 2.8 2.9 0.8 1.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.6 0.0 15.9 15.2 0.0 19.2 13.4 18.1 18.1 12.8 13.4 13.4 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 210 197 603 377
Approach Delay, s/veh 15.2 18.5 17.9 13.2
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.5 18.4 5.9 22.0 8.5 16.4 8.6 19.3 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 7.4 40.9 7.4 44.9 11.4 36.9 14.4 37.9 Max Q Clear Time (g_c+I1), s 2.7 4.4 2.4 4.9 4.4 6.7 4.3 9.5 Green Ext Time (p_c), s 0.0 0.6 0.0 1.6 0.1 1.0 0.1 3.6 Intersection Summary
HCM 7th Control Delay, s/veh 16.3
HCM 7th LOS B
6.1-4
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 04/16/2024
Opening Year Cumulative (2027) Without Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 72.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 39 356 100 181 289 7 85 22 173 7 32 8 Future Vol, veh/h 39 356 100 181 289 7 85 22 173 7 32 8 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 48 434 122 221 352 9 104 27 211 9 39 10
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 90.2 88.6 24.2 13.7
HCM LOS F F C B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 30% 8% 38% 15%
Vol Thru, % 8% 72% 61% 68%
Vol Right, % 62% 20% 1% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 280 495 477 47
LT Vol 85 39 181 7
Through Vol 22 356 289 32
RT Vol 173 100 7 8
Lane Flow Rate 341 604 582 57
Geometry Grp 1111
Degree of Util (X) 0.668 1.088 1.08 0.137
Departure Headway (Hd) 7.45 6.715 6.903 9.237
Convergence, Y/N Yes Yes Yes Yes
Cap 488 543 529 390
Service Time 5.45 4.715 4.903 7.237
HCM Lane V/C Ratio 0.699 1.112 1.1 0.146
HCM Control Delay, s/veh 24.2 90.2 88.6 13.7
HCM Lane LOS C F F B
HCM 95th-tile Q 4.9 18 17.4 0.5
6.1-5
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 04/16/2024
Opening Year Cumulative (2027) Without Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 31 20 249 324 40
Future Vol, veh/h 27 31 20 249 324 40
Conflicting Peds, #/hr 0 35 0 0 0 14
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 31 35 23 283 368 45
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 592 256 428 0 - 0
Stage 1 405 -----
Stage 2 187 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 438 743 1128 - - -
Stage 1 642 -----
Stage 2 826 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 417 709 1113 - - -
Mov Cap-2 Maneuver 417 -----
Stage 1 620 -----
Stage 2 815 -----
Approach EB NB SB
HCM Control Delay, s/v12.68 0.76 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 268 - 534 - -
HCM Lane V/C Ratio 0.02 - 0.123 - -
HCM Control Delay (s/veh) 8.3 0.2 12.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
6.1-6
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 04/16/2024
Opening Year Cumulative (2027) Without Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 53 71 43 88 36 166 77 205
Future Volume (vph) 53 71 43 88 36 166 77 205
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 17.0 52.0 15.0 50.0 17.0 33.0 20.0 36.0 Total Split (%) 14.2% 43.3% 12.5% 41.7% 14.2% 27.5% 16.7% 30.0% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 17.7 14.9 16.3 12.7 16.6 11.9 20.3 17.2 Actuated g/C Ratio 0.35 0.30 0.32 0.25 0.33 0.24 0.40 0.34 v/c Ratio 0.12 0.19 0.09 0.35 0.09 0.24 0.16 0.25
Control Delay (s/veh) 11.1 14.9 11.0 17.5 11.8 19.1 11.7 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 11.1 14.9 11.0 17.5 11.8 19.1 11.7 14.2
LOS BBBBBBBB
Approach Delay (s/veh) 13.6 16.2 18.0 13.7
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 50.2
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.36
Intersection Signal Delay (s/veh): 15.3 Intersection LOS: B Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
6.1-7
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 04/16/2024
Opening Year Cumulative (2027) Without Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 71 29 43 88 66 36 166 22 77 205 72 Future Volume (veh/h) 53 71 29 43 88 66 36 166 22 77 205 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 0.99 0.92 0.94 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 57 76 16 46 95 53 39 178 22 83 220 62 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 444 357 75 490 260 145 448 770 93 492 746 205 Arrive On Green 0.06 0.24 0.24 0.05 0.23 0.23 0.04 0.24 0.24 0.07 0.27 0.27 Sat Flow, veh/h 1781 1492 314 1781 1122 626 1781 3155 382 1781 2749 755 Grp Volume(v), veh/h 57 0 92 46 0 148 39 99 101 83 140 142 Grp Sat Flow(s),veh/h/ln 1781 0 1806 1781 0 1748 1781 1777 1760 1781 1777 1728 Q Serve(g_s), s 1.1 0.0 2.0 0.9 0.0 3.5 0.8 2.2 2.2 1.6 3.0 3.2 Cycle Q Clear(g_c), s 1.1 0.0 2.0 0.9 0.0 3.5 0.8 2.2 2.2 1.6 3.0 3.2 Prop In Lane 1.00 0.17 1.00 0.36 1.00 0.22 1.00 0.44
Lane Grp Cap(c), veh/h 444 0 432 490 0 405 448 434 430 492 482 469 V/C Ratio(X) 0.13 0.00 0.21 0.09 0.00 0.37 0.09 0.23 0.24 0.17 0.29 0.30 Avail Cap(c_a), veh/h 801 0 1744 787 0 1616 828 1021 1011 934 1131 1099 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.9 0.0 14.8 13.0 0.0 15.7 12.7 14.7 14.7 12.1 14.0 14.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.6 0.0 0.3 0.3 0.1 0.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.7 0.3 0.0 1.2 0.3 0.8 0.8 0.5 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.9 0.0 15.0 13.0 0.0 16.2 12.7 14.9 15.0 12.1 14.3 14.4 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 149 194 239 365
Approach Delay, s/veh 14.2 15.4 14.6 13.9
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 16.7 6.6 18.3 7.3 16.4 8.0 17.0 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 46.9 12.4 30.9 12.4 44.9 15.4 27.9 Max Q Clear Time (g_c+I1), s 2.9 4.0 2.8 5.2 3.1 5.5 3.6 4.2 Green Ext Time (p_c), s 0.0 0.5 0.0 1.6 0.0 0.9 0.1 1.0 Intersection Summary
HCM 7th Control Delay, s/veh 14.4
HCM 7th LOS B
6.1-8
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 04/16/2024
Opening Year Cumulative (2027) Without Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 18.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 182 66 260 194 10 52 17 170 4 24 4 Future Vol, veh/h 13 182 66 260 194 10 52 17 170 4 24 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 202 73 289 216 11 58 19 189 4 27 4
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 12.9 24.5 13 10.2
HCM LOS B C B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 22% 5% 56% 13%
Vol Thru, % 7% 70% 42% 75%
Vol Right, % 71% 25% 2% 13%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 239 261 464 32
LT Vol 52 13 260 4
Through Vol 17 182 194 24
RT Vol 170 66 10 4
Lane Flow Rate 266 290 516 36
Geometry Grp 1111
Degree of Util (X) 0.423 0.443 0.773 0.067
Departure Headway (Hd) 5.732 5.494 5.396 6.746
Convergence, Y/N Yes Yes Yes Yes
Cap 624 652 670 534
Service Time 3.804 3.561 3.451 4.746
HCM Lane V/C Ratio 0.426 0.445 0.77 0.067
HCM Control Delay, s/veh 13 12.9 24.5 10.2
HCM Lane LOS B B C B
HCM 95th-tile Q 2.1 2.3 7.3 0.2
6.1-9
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 04/16/2024
Opening Year Cumulative (2027) Without Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 31 28 207 347 53
Future Vol, veh/h 18 31 28 207 347 53
Conflicting Peds, #/hr 0 0 0 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 19 32 29 213 358 55
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 552 209 415 0 - 0
Stage 1 388 -----
Stage 2 164 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 463 797 1140 - - -
Stage 1 655 -----
Stage 2 848 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 448 794 1137 - - -
Mov Cap-2 Maneuver 448 -----
Stage 1 635 -----
Stage 2 846 -----
Approach EB NB SB
HCM Control Delay, s/v11.33 1.14 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 429 - 619 - -
HCM Lane V/C Ratio 0.025 - 0.082 - -
HCM Control Delay (s/veh) 8.2 0.2 11.3 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
6.1-10
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 04/16/2024
Opening Year Cumulative (2027) Without Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 38 65 29 110 25 152 35 266
Future Volume (vph) 38 65 29 110 25 152 35 266
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 15.0 49.0 15.0 49.0 15.0 41.0 15.0 41.0 Total Split (%) 12.5% 40.8% 12.5% 40.8% 12.5% 34.2% 12.5% 34.2% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 15.4 13.1 15.2 13.0 14.4 12.3 15.5 14.1 Actuated g/C Ratio 0.36 0.30 0.35 0.30 0.33 0.29 0.36 0.33 v/c Ratio 0.07 0.16 0.05 0.29 0.05 0.18 0.07 0.31
Control Delay (s/veh) 9.6 13.4 9.6 15.1 11.3 15.0 11.1 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.6 13.4 9.6 15.1 11.3 15.0 11.1 13.0
LOS ABABBBBB
Approach Delay (s/veh) 12.3 14.2 14.6 12.8
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 43
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.32
Intersection Signal Delay (s/veh): 13.5 Intersection LOS: B Intersection Capacity Utilization 44.6% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
6.1-11
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 04/16/2024
Opening Year Cumulative (2027) Without Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 38 65 22 29 110 45 25 152 25 35 266 77 Future Volume (veh/h) 38 65 22 29 110 45 25 152 25 35 266 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 68 12 31 116 31 26 160 21 37 280 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 460 390 69 512 347 93 383 730 94 463 697 154 Arrive On Green 0.04 0.25 0.25 0.04 0.24 0.24 0.03 0.23 0.23 0.04 0.24 0.24 Sat Flow, veh/h 1781 1546 273 1781 1420 379 1781 3151 406 1781 2879 636 Grp Volume(v), veh/h 40 0 80 31 0 147 26 89 92 37 171 172 Grp Sat Flow(s),veh/h/ln 1781 0 1819 1781 0 1799 1781 1777 1781 1781 1777 1738 Q Serve(g_s), s 0.7 0.0 1.5 0.6 0.0 3.0 0.5 1.8 1.9 0.7 3.6 3.7 Cycle Q Clear(g_c), s 0.7 0.0 1.5 0.6 0.0 3.0 0.5 1.8 1.9 0.7 3.6 3.7 Prop In Lane 1.00 0.15 1.00 0.21 1.00 0.23 1.00 0.37
Lane Grp Cap(c), veh/h 460 0 459 512 0 439 383 412 413 463 430 421 V/C Ratio(X) 0.09 0.00 0.17 0.06 0.00 0.33 0.07 0.22 0.22 0.08 0.40 0.41 Avail Cap(c_a), veh/h 801 0 1806 867 0 1787 746 1443 1446 809 1443 1411 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.6 0.0 12.9 11.7 0.0 13.7 12.3 13.7 13.8 12.0 14.0 14.1 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.4 0.0 0.3 0.3 0.0 0.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.5 0.2 0.0 1.0 0.2 0.6 0.6 0.2 1.2 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.6 0.0 13.1 11.7 0.0 14.2 12.3 14.0 14.0 12.0 14.6 14.7 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 120 178 207 380
Approach Delay, s/veh 12.6 13.8 13.8 14.4
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.2 16.3 6.0 15.8 6.5 15.9 6.4 15.3 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 43.9 10.4 35.9 10.4 43.9 10.4 35.9 Max Q Clear Time (g_c+I1), s 2.6 3.5 2.5 5.7 2.7 5.0 2.7 3.9 Green Ext Time (p_c), s 0.0 0.4 0.0 2.0 0.0 0.8 0.0 1.0 Intersection Summary
HCM 7th Control Delay, s/veh 13.9
HCM 7th LOS B
6.1-12
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 6.2: OPENING YEAR CUMULATIVE (2027) WITH PROJECT
CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 105.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 244 69 47 259 0 260 33 316 6 15 44 Future Vol, veh/h 30 244 69 47 259 0 260 33 316 6 15 44 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 36 294 83 57 312 0 313 40 381 7 18 53
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 35.3 30.4 191.7 13.8
HCM LOS E D F B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 43% 9% 15% 9%
Vol Thru, % 5% 71% 85% 23%
Vol Right, % 52% 20% 0% 68%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 609 343 306 65
LT Vol 260 30 47 6
Through Vol 33 244 259 15
RT Vol 316 69 0 44
Lane Flow Rate 734 413 369 78
Geometry Grp 1111
Degree of Util (X) 1.355 0.795 0.732 0.175
Departure Headway (Hd) 6.648 7.928 8.176 8.907
Convergence, Y/N Yes Yes Yes Yes
Cap 550 459 446 406
Service Time 4.654 5.928 6.176 6.907
HCM Lane V/C Ratio 1.335 0.9 0.827 0.192
HCM Control Delay, s/veh 191.7 35.3 30.4 13.8
HCM Lane LOS F E D B
HCM 95th-tile Q 32.5 7.2 5.9 0.6
6.2-1
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 48 31 568 262 18
Future Vol, veh/h 40 48 31 568 262 18
Conflicting Peds, #/hr 0 46 0 0 0 5
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 45 55 35 645 298 20
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 706 210 323 0 - 0
Stage 1 313 -----
Stage 2 393 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 370 796 1233 - - -
Stage 1 715 -----
Stage 2 651 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 354 757 1228 - - -
Mov Cap-2 Maneuver 354 -----
Stage 1 686 -----
Stage 2 648 -----
Approach EB NB SB
HCM Control Delay, s/v14.02 0.65 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 186 - 499 - -
HCM Lane V/C Ratio 0.029 - 0.201 - -
HCM Control Delay (s/veh) 8 0.3 14 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.7 - -
6.2-2
HCM 7th TWSC Via Del Rio (JN 15701)
3: Via Del Rio 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 6 702 1 0 312
Future Vol, veh/h 0 6 702 1 0 312
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 7 763 1 0 339
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 382 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 616 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 616 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s/v10.91 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 616 -
HCM Lane V/C Ratio - - 0.011 -
HCM Control Delay (s/veh) - - 10.9 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0 -
6.2-3
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 86 65 29 37 16 454 93 198
Future Volume (vph) 86 65 29 37 16 454 93 198
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 16.0 46.0 12.0 42.0 12.0 43.0 19.0 50.0 Total Split (%) 13.3% 38.3% 10.0% 35.0% 10.0% 35.8% 15.8% 41.7% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 22.9 19.1 17.8 13.0 21.9 17.5 28.2 26.2 Actuated g/C Ratio 0.37 0.31 0.29 0.21 0.35 0.28 0.46 0.42 v/c Ratio 0.26 0.22 0.08 0.51 0.04 0.59 0.27 0.18
Control Delay (s/veh) 16.3 18.2 15.2 12.3 11.5 24.3 12.6 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 16.3 18.2 15.2 12.3 11.5 24.3 12.6 12.8
LOS BBBBBCBB
Approach Delay (s/veh) 17.4 12.7 23.9 12.8
Approach LOS B B C B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 61.8
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.59
Intersection Signal Delay (s/veh): 17.9 Intersection LOS: B Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
6.2-4
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 65 36 29 37 163 16 454 22 93 198 21 Future Volume (veh/h) 86 65 36 29 37 163 16 454 22 93 198 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 0.98 0.99 0.91 0.98 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 106 80 25 36 46 128 20 560 25 115 244 22 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 411 340 106 465 92 255 473 927 41 376 1060 95 Arrive On Green 0.07 0.25 0.25 0.04 0.21 0.21 0.02 0.27 0.27 0.08 0.32 0.32 Sat Flow, veh/h 1781 1366 427 1781 430 1198 1781 3449 154 1781 3295 294 Grp Volume(v), veh/h 106 0 105 36 0 174 20 288 297 115 131 135 Grp Sat Flow(s),veh/h/ln 1781 0 1792 1781 0 1628 1781 1777 1826 1781 1777 1812 Q Serve(g_s), s 2.4 0.0 2.5 0.8 0.0 5.0 0.4 7.5 7.5 2.4 2.8 2.9 Cycle Q Clear(g_c), s 2.4 0.0 2.5 0.8 0.0 5.0 0.4 7.5 7.5 2.4 2.8 2.9 Prop In Lane 1.00 0.24 1.00 0.74 1.00 0.08 1.00 0.16
Lane Grp Cap(c), veh/h 411 0 446 465 0 347 473 478 491 376 572 583 V/C Ratio(X) 0.26 0.00 0.24 0.08 0.00 0.50 0.04 0.60 0.61 0.31 0.23 0.23 Avail Cap(c_a), veh/h 662 0 1385 645 0 1135 679 1272 1307 724 1507 1537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.5 0.0 15.9 15.1 0.0 18.4 13.4 16.9 16.9 12.6 13.1 13.2 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.0 0.0 1.1 0.0 1.2 1.2 0.2 0.2 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 0.9 0.3 0.0 1.8 0.1 2.8 2.9 0.8 1.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 14.7 0.0 16.1 15.2 0.0 19.5 13.4 18.1 18.1 12.8 13.3 13.4 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 211 210 605 381
Approach Delay, s/veh 15.4 18.7 18.0 13.2
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.7 18.3 5.9 22.1 8.5 16.4 8.7 19.3 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 7.4 40.9 7.4 44.9 11.4 36.9 14.4 37.9 Max Q Clear Time (g_c+I1), s 2.8 4.5 2.4 4.9 4.4 7.0 4.4 9.5 Green Ext Time (p_c), s 0.0 0.6 0.0 1.6 0.1 1.1 0.1 3.6 Intersection Summary
HCM 7th Control Delay, s/veh 16.4
HCM 7th LOS B
6.2-5
HCM 7th TWSC Via Del Rio (JN 15701)
5: Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 175 220 0 1 10
Future Vol, veh/h 4 175 220 0 1 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 4 190 239 0 1 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 239 0 - 0 438 239
Stage 1 - - - - 239 -
Stage 2 - - - - 199 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1328 - - - 576 800
Stage 1 - - - - 801 -
Stage 2 - - - - 835 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1328 - - - 574 800
Mov Cap-2 Maneuver - - - - 574 -
Stage 1 - - - - 798 -
Stage 2 - - - - 835 -
Approach EB WB SB
HCM Control Delay, s/v 0.17 0 9.74
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 40 - - - 772
HCM Lane V/C Ratio 0.003 - - - 0.015
HCM Control Delay (s/veh) 7.7 0 - - 9.7
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
6.2-6
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 67.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 39 356 97 175 289 7 82 22 168 7 32 8 Future Vol, veh/h 39 356 97 175 289 7 82 22 168 7 32 8
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 48 434 118 213 352 9 100 27 205 9 39 10
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 83.9 80 23.4 13.6
HCM LOS F F C B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 30% 8% 37% 15%
Vol Thru, % 8% 72% 61% 68%
Vol Right, % 62% 20% 1% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 272 492 471 47
LT Vol 82 39 175 7
Through Vol 22 356 289 32
RT Vol 168 97 7 8
Lane Flow Rate 332 600 574 57
Geometry Grp 1111
Degree of Util (X) 0.657 1.069 1.053 0.138
Departure Headway (Hd) 7.387 6.659 6.852 9.105
Convergence, Y/N Yes Yes Yes Yes
Cap 491 552 534 396
Service Time 5.387 4.659 4.852 7.105
HCM Lane V/C Ratio 0.676 1.087 1.075 0.144
HCM Control Delay, s/veh 23.4 83.9 80 13.6
HCM Lane LOS C F F B
HCM 95th-tile Q 4.7 17.2 16.2 0.5
6.2-7
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 31 20 241 316 40
Future Vol, veh/h 27 31 20 241 316 40
Conflicting Peds, #/hr 0 35 0 0 0 14
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 31 35 23 274 359 45
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 578 251 419 0 - 0
Stage 1 396 -----
Stage 2 182 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 446 748 1137 - - -
Stage 1 649 -----
Stage 2 831 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 425 714 1122 - - -
Mov Cap-2 Maneuver 425 -----
Stage 1 626 -----
Stage 2 820 -----
Approach EB NB SB
HCM Control Delay, s/v12.56 0.78 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 276 - 542 - -
HCM Lane V/C Ratio 0.02 - 0.122 - -
HCM Control Delay (s/veh) 8.3 0.2 12.6 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.4 - -
6.2-8
HCM 7th TWSC Via Del Rio (JN 15701)
3: Via Del Rio 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 287 2 0 363
Future Vol, veh/h 0 4 287 2 0 363
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 4 312 2 0 395
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 157 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 860 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 860 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s/v 9.2 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 860 -
HCM Lane V/C Ratio - - 0.005 -
HCM Control Delay (s/veh) - - 9.2 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
6.2-9
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 54 72 45 90 36 167 85 205
Future Volume (vph) 54 72 45 90 36 167 85 205
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 17.0 52.0 15.0 50.0 17.0 33.0 20.0 36.0 Total Split (%) 14.2% 43.3% 12.5% 41.7% 14.2% 27.5% 16.7% 30.0% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 17.7 15.0 16.4 12.8 16.6 11.9 20.5 17.4 Actuated g/C Ratio 0.35 0.30 0.33 0.25 0.33 0.24 0.41 0.35 v/c Ratio 0.12 0.20 0.10 0.36 0.09 0.25 0.18 0.25
Control Delay (s/veh) 11.2 15.0 11.2 17.7 11.8 19.2 11.8 14.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 11.2 15.0 11.2 17.7 11.8 19.2 11.8 14.2
LOS BBBBBBBB
Approach Delay (s/veh) 13.7 16.3 18.1 13.7
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 50.4
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.37
Intersection Signal Delay (s/veh): 15.3 Intersection LOS: B Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
6.2-10
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 72 29 45 90 69 36 167 23 85 205 72 Future Volume (veh/h) 54 72 29 45 90 69 36 167 23 85 205 72 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.99 0.99 0.92 0.94 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 58 77 16 48 97 56 39 180 23 91 220 62 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 439 355 74 489 255 147 450 764 96 495 753 207 Arrive On Green 0.06 0.24 0.24 0.05 0.23 0.23 0.04 0.24 0.24 0.07 0.27 0.27 Sat Flow, veh/h 1781 1496 311 1781 1107 639 1781 3141 393 1781 2749 756 Grp Volume(v), veh/h 58 0 93 48 0 153 39 100 103 91 140 142 Grp Sat Flow(s),veh/h/ln 1781 0 1807 1781 0 1745 1781 1777 1757 1781 1777 1728 Q Serve(g_s), s 1.2 0.0 2.0 1.0 0.0 3.6 0.8 2.2 2.3 1.8 3.0 3.2 Cycle Q Clear(g_c), s 1.2 0.0 2.0 1.0 0.0 3.6 0.8 2.2 2.3 1.8 3.0 3.2 Prop In Lane 1.00 0.17 1.00 0.37 1.00 0.22 1.00 0.44
Lane Grp Cap(c), veh/h 439 0 429 489 0 403 450 432 427 495 486 473 V/C Ratio(X) 0.13 0.00 0.22 0.10 0.00 0.38 0.09 0.23 0.24 0.18 0.29 0.30 Avail Cap(c_a), veh/h 792 0 1737 781 0 1606 828 1016 1005 928 1125 1094 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.0 0.0 15.0 13.0 0.0 15.8 12.8 14.8 14.8 12.1 14.0 14.0 Incr Delay (d2), s/veh 0.1 0.0 0.3 0.0 0.0 0.6 0.0 0.3 0.3 0.1 0.3 0.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.7 0.3 0.0 1.3 0.3 0.8 0.8 0.6 1.1 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 13.0 0.0 15.2 13.1 0.0 16.4 12.8 15.1 15.1 12.2 14.3 14.4 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 151 201 242 373
Approach Delay, s/veh 14.4 15.6 14.7 13.8
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.0 16.7 6.7 18.5 7.3 16.4 8.1 17.0 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 46.9 12.4 30.9 12.4 44.9 15.4 27.9 Max Q Clear Time (g_c+I1), s 3.0 4.0 2.8 5.2 3.2 5.6 3.8 4.3 Green Ext Time (p_c), s 0.0 0.5 0.0 1.6 0.0 0.9 0.1 1.0 Intersection Summary
HCM 7th Control Delay, s/veh 14.5
HCM 7th LOS B
6.2-11
HCM 7th TWSC Via Del Rio (JN 15701)
5: Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 10 171 197 1 1 7
Future Vol, veh/h 10 171 197 1 1 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 11 186 214 1 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 215 0 - 0 422 215
Stage 1 - - - - 215 -
Stage 2 - - - - 208 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1355 - - - 588 825
Stage 1 - - - - 821 -
Stage 2 - - - - 827 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1355 - - - 583 825
Mov Cap-2 Maneuver - - - - 583 -
Stage 1 - - - - 814 -
Stage 2 - - - - 827 -
Approach EB WB SB
HCM Control Delay, s/v 0.42 0 9.64
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 99 - - - 784
HCM Lane V/C Ratio 0.008 - - - 0.011
HCM Control Delay (s/veh) 7.7 0 - - 9.6
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
6.2-12
HCM 7th AWSC Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 19
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 182 69 266 194 10 54 17 174 4 24 4 Future Vol, veh/h 13 182 69 266 194 10 54 17 174 4 24 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 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 202 77 296 216 11 60 19 193 4 27 4
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 13.1 25.8 13.3 10.3
HCM LOS B D B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 22% 5% 57% 13%
Vol Thru, % 7% 69% 41% 75%
Vol Right, % 71% 26% 2% 13%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 245 264 470 32
LT Vol 54 13 266 4
Through Vol 17 182 194 24
RT Vol 174 69 10 4
Lane Flow Rate 272 293 522 36
Geometry Grp 1111
Degree of Util (X) 0.436 0.451 0.788 0.067
Departure Headway (Hd) 5.769 5.534 5.434 6.814
Convergence, Y/N Yes Yes Yes Yes
Cap 621 648 663 529
Service Time 3.842 3.602 3.489 4.814
HCM Lane V/C Ratio 0.438 0.452 0.787 0.068
HCM Control Delay, s/veh 13.3 13.1 25.8 10.3
HCM Lane LOS B B D B
HCM 95th-tile Q 2.2 2.3 7.7 0.2
6.2-13
HCM 7th TWSC Via Del Rio (JN 15701)
2: Via Del Rio & Kirkwood Dr 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 18 31 28 214 355 53
Future Vol, veh/h 18 31 28 214 355 53
Conflicting Peds, #/hr 0 0 0 0 0 3
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 19 32 29 221 366 55
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 564 213 424 0 - 0
Stage 1 396 -----
Stage 2 168 -----
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 455 792 1132 - - -
Stage 1 649 -----
Stage 2 844 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 440 789 1129 - - -
Mov Cap-2 Maneuver 440 -----
Stage 1 629 -----
Stage 2 842 -----
Approach EB NB SB
HCM Control Delay, s/v11.42 1.12 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 417 - 612 - -
HCM Lane V/C Ratio 0.026 - 0.083 - -
HCM Control Delay (s/veh) 8.3 0.2 11.4 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
6.2-14
HCM 7th TWSC Via Del Rio (JN 15701)
3: Via Del Rio 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 3
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 4 238 3 0 389
Future Vol, veh/h 0 4 238 3 0 389
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 4 259 3 0 423
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 131 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 894 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 894 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s/v 9.05 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 894 -
HCM Lane V/C Ratio - - 0.005 -
HCM Control Delay (s/veh) - - 9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
6.2-15
Timings Via Del Rio (JN 15701)
4: Via Del Rio & Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 4
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 39 67 31 112 25 154 46 266
Future Volume (vph) 39 67 31 112 25 154 46 266
Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2684
Detector Phase 5 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 5.0 10.0 5.0 10.0 Minimum Split (s) 9.6 26.1 9.6 27.1 9.6 22.1 9.6 22.1
Total Split (s) 15.0 49.0 15.0 49.0 15.0 41.0 15.0 41.0 Total Split (%) 12.5% 40.8% 12.5% 40.8% 12.5% 34.2% 12.5% 34.2% Yellow Time (s) 3.6 4.1 3.6 4.1 3.6 4.1 3.6 4.1
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1
Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None Min None Min None None None None
Act Effct Green (s) 15.5 13.1 15.2 12.9 15.4 12.1 17.9 16.4 Actuated g/C Ratio 0.34 0.29 0.34 0.28 0.34 0.27 0.40 0.36 v/c Ratio 0.08 0.17 0.06 0.32 0.05 0.20 0.09 0.28
Control Delay (s/veh) 10.7 14.7 10.6 16.4 11.1 16.2 10.7 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.7 14.7 10.6 16.4 11.1 16.2 10.7 12.4
LOS BBBBBBBB
Approach Delay (s/veh) 13.5 15.5 15.6 12.3
Approach LOS BBBB
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 45.3
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.33
Intersection Signal Delay (s/veh): 13.9 Intersection LOS: B Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 4: Via Del Rio & Avenida Del Vista
6.2-16
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 4: Via Del Rio & Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 67 22 31 112 48 25 154 27 46 266 77 Future Volume (veh/h) 39 67 22 31 112 48 25 154 27 46 266 77 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 0.97 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 41 71 12 33 118 35 26 162 23 48 280 63 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 451 388 65 506 334 99 388 715 100 472 716 158 Arrive On Green 0.04 0.25 0.25 0.04 0.24 0.24 0.03 0.23 0.23 0.05 0.25 0.25 Sat Flow, veh/h 1781 1557 263 1781 1383 410 1781 3117 434 1781 2879 636 Grp Volume(v), veh/h 41 0 83 33 0 153 26 91 94 48 171 172 Grp Sat Flow(s),veh/h/ln 1781 0 1821 1781 0 1793 1781 1777 1774 1781 1777 1738 Q Serve(g_s), s 0.8 0.0 1.6 0.6 0.0 3.2 0.5 1.9 1.9 0.9 3.6 3.7 Cycle Q Clear(g_c), s 0.8 0.0 1.6 0.6 0.0 3.2 0.5 1.9 1.9 0.9 3.6 3.7 Prop In Lane 1.00 0.14 1.00 0.23 1.00 0.24 1.00 0.37
Lane Grp Cap(c), veh/h 451 0 453 506 0 434 388 408 407 472 442 432 V/C Ratio(X) 0.09 0.00 0.18 0.07 0.00 0.35 0.07 0.22 0.23 0.10 0.39 0.40 Avail Cap(c_a), veh/h 786 0 1788 854 0 1761 748 1427 1425 797 1427 1396 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.8 0.0 13.2 11.8 0.0 14.0 12.5 14.0 14.0 12.0 14.0 14.0 Incr Delay (d2), s/veh 0.0 0.0 0.2 0.0 0.0 0.5 0.0 0.3 0.3 0.0 0.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 0.6 0.2 0.0 1.1 0.2 0.7 0.7 0.3 1.2 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.8 0.0 13.4 11.9 0.0 14.5 12.5 14.3 14.3 12.0 14.5 14.6 LnGrp LOS B BB BBBBBBB
Approach Vol, veh/h 124 186 211 391
Approach Delay, s/veh 12.9 14.1 14.1 14.2
Approach LOS BBBB
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.3 16.2 6.0 16.2 6.6 15.9 6.8 15.4 Change Period (Y+Rc), s 4.6 5.1 4.6 5.1 4.6 5.1 4.6 5.1 Max Green Setting (Gmax), s 10.4 43.9 10.4 35.9 10.4 43.9 10.4 35.9 Max Q Clear Time (g_c+I1), s 2.6 3.6 2.5 5.7 2.8 5.2 2.9 3.9 Green Ext Time (p_c), s 0.0 0.4 0.0 2.0 0.0 0.9 0.0 1.0 Intersection Summary
HCM 7th Control Delay, s/veh 14.0
HCM 7th LOS B
6.2-17
HCM 7th TWSC Via Del Rio (JN 15701)
5: Avenida Del Vista 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 12 Report Urban Crossroads, Inc. Page 6
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 14 125 183 1 1 7
Future Vol, veh/h 14 125 183 1 1 7
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - -----
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 15 136 199 1 1 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 200 0 - 0 366 199
Stage 1 - - - - 199 -
Stage 2 - - - - 166 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1372 - - - 634 842
Stage 1 - - - - 834 -
Stage 2 - - - - 863 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1372 - - - 626 842
Mov Cap-2 Maneuver - - - - 626 -
Stage 1 - - - - 824 -
Stage 2 - - - - 863 -
Approach EB WB SB
HCM Control Delay, s/v 0.77 0 9.51
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 181 - - - 807
HCM Lane V/C Ratio 0.011 - - - 0.011
HCM Control Delay (s/veh) 7.7 0 - - 9.5
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0 - - - 0
6.2-18
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 6.3: OPENING YEAR CUMULATIVE (2027) WITHOUT
PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS
WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 Without Project Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 666 Number of Approach Lanes on Major Street = 1
Minor Street Name = Paseo Grande High Volume Approach (VPH) = 343 Number of Approach Lanes On Minor Street = 1
*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
666
343
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
6.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 Without Project Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 871 Number of Approach Lanes on Major Street = 1
Minor Street Name = Kirkwood Dr. High Volume Approach (VPH) = 88 Number of Approach Lanes On Minor Street = 1
*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 871
88 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
6.3-2
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 6.4: OPENING YEAR CUMULATIVE (2027) WITH PROJECT
CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 With Project Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 674 Number of Approach Lanes on Major Street = 1
Minor Street Name = Paseo Grande High Volume Approach (VPH) = 343 Number of Approach Lanes On Minor Street = 1
*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
674
343
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
6.4-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 With Project Conditions - Weekday AM Peak Hour Major Street Name = Via del Rio Total of Both Approaches (VPH) = 879 Number of Approach Lanes on Major Street = 1
Minor Street Name = Kirkwood Dr. High Volume Approach (VPH) = 88 Number of Approach Lanes On Minor Street = 1
*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 879
88 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
6.4-2
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 6.5: OPENING YEAR CUMULATIVE (2027) WITH PROJECT
CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
WITH IMPROVEMENTS
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
Timings Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 30 244 47 259 260 33 6 15
Future Volume (vph) 30 244 47 259 260 33 6 15
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2684
Detector Phase 2 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.6 Total Split (s) 24.0 24.0 24.0 24.0 36.0 36.0 36.0 36.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 60.0% 60.0% 60.0% 60.0% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None
Act Effct Green (s) 16.5 16.5 29.2 22.1
Actuated g/C Ratio 0.30 0.30 0.53 0.40
v/c Ratio 0.78 0.77 0.91 0.11
Control Delay (s/veh) 29.4 31.4 29.3 3.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 29.4 31.4 29.3 3.9
LOS CCCA
Approach Delay (s/veh) 29.4 31.4 29.3 3.9
Approach LOS C C C A
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 55.1
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.91
Intersection Signal Delay (s/veh): 28.6 Intersection LOS: C Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 1: Via Del Rio & Paseo Grande
6.5-1
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 244 69 47 259 0 260 33 316 6 15 44 Future Volume (veh/h) 30 244 69 47 259 0 260 33 316 6 15 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 36 294 83 57 312 0 313 40 381 7 18 53 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 373 100 128 436 0 424 58 414 114 253 620 Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.00 0.55 0.55 0.55 0.55 0.55 0.55 Sat Flow, veh/h 88 1337 358 174 1565 0 597 107 760 72 465 1137 Grp Volume(v), veh/h 413 0 0 369 0 0 734 0 0 78 0 0
Grp Sat Flow(s),veh/h/ln 1784 0 0 1739 0 0 1464 0 0 1674 0 0 Q Serve(g_s), s 1.2 0.0 0.0 0.0 0.0 0.0 22.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 11.1 0.0 0.0 9.9 0.0 0.0 23.8 0.0 0.0 1.2 0.0 0.0 Prop In Lane 0.09 0.20 0.15 0.00 0.43 0.52 0.09 0.68
Lane Grp Cap(c), veh/h 572 0 0 564 0 0 897 0 0 988 0 0
V/C Ratio(X) 0.72 0.00 0.00 0.65 0.00 0.00 0.82 0.00 0.00 0.08 0.00 0.00 Avail Cap(c_a), veh/h 729 0 0 717 0 0 977 0 0 1074 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 17.6 0.0 0.0 17.0 0.0 0.0 10.7 0.0 0.0 5.7 0.0 0.0 Incr Delay (d2), s/veh 2.6 0.0 0.0 1.4 0.0 0.0 5.2 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 0.0 3.8 0.0 0.0 7.0 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.2 0.0 0.0 18.5 0.0 0.0 15.9 0.0 0.0 5.7 0.0 0.0 LnGrp LOS C B B A
Approach Vol, veh/h 413 369 734 78
Approach Delay, s/veh 20.2 18.5 15.9 5.7
Approach LOS C B B A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 19.2 33.1 19.2 33.1
Change Period (Y+Rc), s 4.6 4.6 4.6 4.6
Max Green Setting (Gmax), s 19.4 31.4 19.4 31.4
Max Q Clear Time (g_c+I1), s 13.1 3.2 11.9 25.8
Green Ext Time (p_c), s 1.4 0.4 1.4 2.7
Intersection Summary
HCM 7th Control Delay, s/veh 17.1
HCM 7th LOS B
6.5-2
Timings Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 39 356 175 289 82 22 7 32
Future Volume (vph) 39 356 175 289 82 22 7 32
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2684
Detector Phase 2 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.6 Total Split (s) 42.4 42.4 42.4 42.4 22.6 22.6 22.6 22.6 Total Split (%) 65.2% 65.2% 65.2% 65.2% 34.8% 34.8% 34.8% 34.8% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None
Act Effct Green (s) 30.8 30.8 14.2 14.1
Actuated g/C Ratio 0.56 0.56 0.26 0.26
v/c Ratio 0.62 0.85 0.70 0.12
Control Delay (s/veh) 11.1 25.9 22.3 16.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 11.1 25.9 22.3 16.0
LOS B C C B
Approach Delay (s/veh) 11.1 26.0 22.3 16.0
Approach LOS B C C B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 54.7
Natural Cycle: 65
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay (s/veh): 19.2 Intersection LOS: B Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 1: Via Del Rio & Paseo Grande
6.5-3
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 356 97 175 289 7 82 22 168 7 32 8 Future Volume (veh/h) 39 356 97 175 289 7 82 22 168 7 32 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.96 0.98 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 48 434 118 213 352 9 100 27 205 9 39 10 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 129 679 176 329 466 11 208 66 267 129 382 86 Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 77 1350 349 427 926 22 352 232 943 113 1351 305 Grp Volume(v), veh/h 600 0 0 574 0 0 332 0 0 58 0 0
Grp Sat Flow(s),veh/h/ln 1776 0 0 1374 0 0 1527 0 0 1769 0 0 Q Serve(g_s), s 0.0 0.0 0.0 4.0 0.0 0.0 5.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 10.6 0.0 0.0 14.7 0.0 0.0 8.5 0.0 0.0 1.0 0.0 0.0 Prop In Lane 0.08 0.20 0.37 0.02 0.30 0.62 0.16 0.17
Lane Grp Cap(c), veh/h 984 0 0 806 0 0 541 0 0 597 0 0
V/C Ratio(X) 0.61 0.00 0.00 0.71 0.00 0.00 0.61 0.00 0.00 0.10 0.00 0.00 Avail Cap(c_a), veh/h 1621 0 0 1293 0 0 743 0 0 821 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 8.0 0.0 0.0 8.6 0.0 0.0 14.0 0.0 0.0 11.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.0 1.2 0.0 0.0 1.1 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 0.0 0.0 3.3 0.0 0.0 2.7 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.6 0.0 0.0 9.8 0.0 0.0 15.2 0.0 0.0 11.5 0.0 0.0 LnGrp LOSA A B B
Approach Vol, veh/h 600 574 332 58
Approach Delay, s/veh 8.6 9.8 15.2 11.5
Approach LOS AABB
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 26.2 16.8 26.2 16.8
Change Period (Y+Rc), s 4.6 4.6 4.6 4.6
Max Green Setting (Gmax), s 37.8 18.0 37.8 18.0
Max Q Clear Time (g_c+I1), s 12.6 3.0 16.7 10.5
Green Ext Time (p_c), s 4.8 0.2 5.0 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.5
HCM 7th LOS B
6.5-4
Timings Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 1
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 13 182 266 194 54 17 4 24
Future Volume (vph) 13 182 266 194 54 17 4 24
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2 6 8 4
Permitted Phases 2684
Detector Phase 2 2 6 6 8 8 4 4
Switch Phase
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Minimum Split (s) 22.6 22.6 22.6 22.6 22.6 22.6 22.6 22.6 Total Split (s) 37.2 37.2 37.2 37.2 22.8 22.8 22.8 22.8 Total Split (%) 62.0% 62.0% 62.0% 62.0% 38.0% 38.0% 38.0% 38.0% Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.6 4.6 4.6 4.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None None None None None None
Act Effct Green (s) 22.6 22.6 11.7 11.7
Actuated g/C Ratio 0.51 0.51 0.27 0.27
v/c Ratio 0.31 0.77 0.49 0.07
Control Delay (s/veh) 5.9 18.1 9.3 14.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 5.9 18.1 9.3 14.1
LOS ABAB
Approach Delay (s/veh) 6.0 18.2 9.4 14.2
Approach LOS ABAB
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 43.9
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.78
Intersection Signal Delay (s/veh): 12.7 Intersection LOS: B Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15
Splits and Phases: 1: Via Del Rio & Paseo Grande
6.5-5
HCM 7th Signalized Intersection Summary Via Del Rio (JN 15701) 1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 182 69 266 194 10 54 17 174 4 24 4 Future Volume (veh/h) 13 182 69 266 194 10 54 17 174 4 24 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 0.99 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 14 202 77 296 216 11 60 19 193 4 27 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 122 585 213 509 306 14 188 63 302 133 420 56 Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.27 0.27 0.27 0.27 0.27 0.27 Sat Flow, veh/h 28 1275 465 753 667 31 223 228 1100 62 1528 205 Grp Volume(v), veh/h 293 0 0 523 0 0 272 0 0 35 0 0
Grp Sat Flow(s),veh/h/ln 1769 0 0 1450 0 0 1550 0 0 1795 0 0 Q Serve(g_s), s 0.0 0.0 0.0 6.1 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 3.7 0.0 0.0 9.8 0.0 0.0 5.2 0.0 0.0 0.5 0.0 0.0 Prop In Lane 0.05 0.26 0.57 0.02 0.22 0.71 0.11 0.11
Lane Grp Cap(c), veh/h 921 0 0 829 0 0 553 0 0 609 0 0
V/C Ratio(X) 0.32 0.00 0.00 0.63 0.00 0.00 0.49 0.00 0.00 0.06 0.00 0.00 Avail Cap(c_a), veh/h 1763 0 0 1477 0 0 935 0 0 1042 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.0 0.0 0.0 7.4 0.0 0.0 10.9 0.0 0.0 9.3 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.8 0.0 0.0 0.7 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 2.0 0.0 0.0 1.5 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 6.2 0.0 0.0 8.2 0.0 0.0 11.6 0.0 0.0 9.3 0.0 0.0 LnGrp LOSA A B A
Approach Vol, veh/h 293 523 272 35
Approach Delay, s/veh 6.2 8.2 11.6 9.3
Approach LOS AABA
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.4 14.1 20.4 14.1
Change Period (Y+Rc), s 4.6 4.6 4.6 4.6
Max Green Setting (Gmax), s 32.6 18.2 32.6 18.2
Max Q Clear Time (g_c+I1), s 5.7 2.5 11.8 7.2
Green Ext Time (p_c), s 2.0 0.1 4.1 1.3
Intersection Summary
HCM 7th Control Delay, s/veh 8.5
HCM 7th LOS A
6.5-6
HCM 7th Roundabout Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - AM Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 12.7
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 413 369 734 78
Demand Flow Rate, veh/h 422 376 749 79
Vehicles Circulating, veh/h 83 397 344 695
Vehicles Exiting, veh/h 691 696 161 78
Ped Vol Crossing Leg, #/h 1 10 2 6
Ped Cap Adj 1.000 0.999 1.000 0.999
Approach Delay, s/veh 6.0 8.8 19.1 6.7
Approach LOS A A C A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 422 376 749 79
Cap Entry Lane, veh/h 1268 920 972 679
Entry HV Adj Factor 0.979 0.981 0.980 0.983
Flow Entry, veh/h 413 369 734 78
Cap Entry, veh/h 1241 901 952 667
V/C Ratio 0.333 0.409 0.771 0.116
Control Delay, s/veh 6.0 8.8 19.1 6.7
LOS A A C A
95th %tile Queue, veh 1280
6.5-7
HCM 7th Roundabout Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - MD Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 600 574 332 58
Demand Flow Rate, veh/h 612 585 339 59
Vehicles Circulating, veh/h 266 179 501 678
Vehicles Exiting, veh/h 471 661 377 86
Ped Vol Crossing Leg, #/h 0 20 2 30
Ped Cap Adj 1.000 0.997 1.000 0.996
Approach Delay, s/veh 11.1 9.0 9.5 6.2
Approach LOS BAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 612 585 339 59
Cap Entry Lane, veh/h 1052 1150 828 691
Entry HV Adj Factor 0.981 0.981 0.981 0.987
Flow Entry, veh/h 600 574 332 58
Cap Entry, veh/h 1032 1125 812 679
V/C Ratio 0.582 0.510 0.410 0.086
Control Delay, s/veh 11.1 9.0 9.5 6.2
LOS BAAA
95th %tile Queue, veh 4320
6.5-8
HCM 7th Roundabout Via Del Rio (JN 15701)
1: Via Del Rio & Paseo Grande 06/26/2024
Opening Year Cumulative (2027) With Project - PM Peak Hour WITH IMPROVEMENTS Synchro 12 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 6.7
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 293 523 272 35
Demand Flow Rate, veh/h 299 533 277 36
Vehicles Circulating, veh/h 334 94 224 583
Vehicles Exiting, veh/h 285 407 409 44
Ped Vol Crossing Leg, #/h 2 6 1 3
Ped Cap Adj 1.000 0.999 1.000 1.000
Approach Delay, s/veh 6.9 7.2 5.7 5.3
Approach LOS AAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 299 533 277 36
Cap Entry Lane, veh/h 982 1254 1098 761
Entry HV Adj Factor 0.980 0.981 0.981 0.985
Flow Entry, veh/h 293 523 272 35
Cap Entry, veh/h 961 1228 1077 749
V/C Ratio 0.305 0.425 0.252 0.047
Control Delay, s/veh 6.9 7.2 5.7 5.3
LOS AAAA
95th %tile Queue, veh 1210
6.5-9
Via Del Rio Focused Traffic Study
15701-03 TA Report
This Page Intentionally Left Blank
6.5-10
Notice of Exemption FORM “A”
NOTICE OF EXEMPTION
Name: City of Corona, Planning &
Development Department
Address: 400 S. Vicentia Ave., Suite 120,
Corona, CA 92882
TO:
☐ Office of Planning and Research
P. O. Box 3044, Room 113
Sacramento, CA 95812-3044
FROM:
(Public
Agency)
Telephone: 951-736-2434
☒ Clerk of the Board of Supervisors
or
County Clerk (Riverside)
Address: 2724 Gateway Dr. Riverside, CA
92507
1. Project Title: Major Conditional Use Permit – CUP2024-0003 Tentative Tract Map – TTM2024-0002 (TTM38934)
Affordable House Density Bonus – AHDB2024-0001
2. Project Applicant: Louisa Feletto, Meritage Homes of California, INC., 5 Peters Canyon Road #310, Irvine, CA 92606
3. Project Location – Identify Street address and cross streets or attach a map showing project site (preferably a USGS 15’ or 7 1/2’ topographical map identified by
quadrangle name):
1717 Via Del Rio, Corona, CA 92882, (APN: 103-200-088,
089)
4. (a) Project Location – City: Corona (b) Project Location – County: Riverside
5. Description of nature, purpose, and beneficiaries of Project:
CUP2024-0003: Conditional Use Permit to allow the
construction of 57 residential condominiums, including
three to be dedicated as affordable, on one lot located at 1717 Via Del Rio (APN 103-200-088 and 103-200-089)
within the R-3 (Multiple-Family Residential) Zone.
(Applicant: Louisa Feletto, Meritage Homes of California, Inc., 5 Peters Canyon Road, No.310, Irvine, CA 92606)
TTM2024-0002 (TTM38934): Tentative Tract Map to
allow individual ownership (airspace subdivision) of 57 residential condominiums, as well as the subdivision of one lot comprising 2.87 acres in area into four lettered lots AHDB2024-0001: Affordable Housing Density Bonus
Agreement associated with TTM 38934 and CUP2024-
0003, for a 57-unit residential condominium development to include three, dedicated affordable units.
Notice of Exemption FORM “A”
6. Name of Public Agency approving project: City of Corona
7. Name of Person or Agency undertaking the project,
including any person undertaking an activity that
receives financial assistance from the Public Agency
as part of the activity or the person receiving a lease, permit, license, certificate, or other entitlement of use from the Public Agency as part of the activity:
Louisa Feletto, Meritage Homes of California, INC., 5
Peters Canyon Road #310, Irvine, CA 92606
8. Exempt status: (check one)
(a) ☐ Ministerial project. (Pub. Resources Code § 21080(b)(1); State CEQA Guidelines § 15268)
(b) ☐ Not a project.
(c) ☐ Emergency Project. (Pub. Resources Code § 21080(b)(4); State CEQA Guidelines § 15269(b),(c))
(d) ☒ Categorical Exemption.
State type and section number:
California Environmental Quality Act (CEQA) – Per
Section 15332 (Infill Development Projects) of the State Guidelines for Implementing the CEQA and Section 3.31
of the City’s Local CEQA Guidelines, a Notice of
Exemption has been prepared as the project qualifies as a Class 32 Categorical Exemption, and further, that none of the six Exceptions to Exemptions cited in Guidelines
Section 15300.2 are applicable.
(e) ☐ Declared Emergency. (Pub. Resources Code § 21080(b)(3); State CEQA Guidelines § 15269(a))
(f) ☐ Statutory Exemption.
State Code section number:
(g) ☐ Other. Explanation:
9. Reason why project was exempt: Per Section 15332 of the State Guidelines for Implementing the California Environmental Quality Act
(CEQA) and Section 3.31 of the City’s Local CEQA
Guidelines, a Notice of Exemption has been prepared as the project qualifies as a Class 32 (Infill Development
Projects) categorical exemption. The project site is less than five acres, is consistent with the site’s General Plan land use designation of HDR and applicable General Plan Policies, and the property’s R-3 zoning designation, which indicates residential development is imminent on the
site. The project would not result in significant impacts relating to traffic, noise, air quality, or water
quality. Moreover, none of the six exceptions to
exemptions cited in Guidelines Section 15300.2 (a – f) are applicable to the proposed project.
10. Lead Agency Contact Person:
Telephone: Brendan Dalde, Associate Planner
(951) 739-4918
11. If filed by applicant: Attach Preliminary Exemption Assessment (Form “A”) before filing.
12. Has a Notice of Exemption been filed by the public agency approving the project? Yes ☒ No ☐
Notice of Exemption FORM “A”
13. Was a public hearing held by the Lead Agency to consider the exemption? Yes ☒ No ☐ If yes, the date of the public hearing was: May 8, 2025 _______________________________
Signature Date: Click to enter date
Brendan Dalde___________________
Name Title: Associate Planner
☒ Signed by Lead Agency ☐ Signed by Applicant
Date Received for Filing: Click to enter date
(Clerk Stamp Here)
Authority cited: Sections 21083 and 21110, Public Resources Code.
Reference: Sections 21108, 21152, and 21152.1, Public Resources Code.
DRAFT MINUTES - August 25, 2025
City of Corona - Planning & Housing Commission Page 1
City of Corona
Planning & Housing Commission Minutes
Monday, August 25, 2025, 6:00 p.m.
Council Chambers
400 S. Vicentia Avenue
Corona, CA 92882
Commission Present: Matt Woody, Craig Siqueland, Karen Alexander Commission Absent: Sarah Longwell, Marie Vernon
_____________________________________________________________________
1. PLEDGE OF ALLEGIANCE
Commissioner Siqueland led the Pledge of Allegiance.
2. CALL TO ORDER
Vice Chair Alexander called the meeting to order.
3. MEETING MINUTES
3.1 MINUTES - August 11, 2025
Moved by: Craig Siqueland
Seconded by: Matt Woody
Aye (3): Matt Woody, Craig Siqueland, and Karen Alexander Absent (2): Sarah Longwell, and Marie Vernon
Motion APPROVED (3 to 0)
4. COMMUNICATIONS FROM THE PUBLIC
None.
5. CONSENT CALENDAR
None.
6. PUBLIC HEARINGS
6.1 AHDB2024-0001
Brendan Dalde, Associate Planner, reviewed the staff report and exhibits for AHDB2024-0001, TTM 38934 and CUP2024-0003 together as these items are related to the same project.
Discussion ensued between the Commission, staff and the applicant regarding a
DRAFT MINUTES - August 25, 2025
City of Corona - Planning & Housing Commission Page 2
variety of topics including the applicant's proposed overhead utility concession, wall and fence plan, terms of the affordable housing density bonus agreement, the existing cell towers on the project site, landscape maintenance district, trash staging plan, parking and traffic.
Vice Chair Alexander opened the public hearing. Five speakers spoke. Vice Chair Alexander closed the public hearing.
Moved by: Craig Siqueland
Seconded by: Matt Woody
That the Planning and Housing Commission recommend to the City Council that the project is exempt from the California Environmental Quality Act (CEQA) pursuant to Section 15332 of the State CEQA Guidelines and approval of AHDB2024-0001, based on the conditions of approval.
Aye (3): Matt Woody, Craig Siqueland, and Karen Alexander Absent (2): Sarah Longwell, and Marie Vernon
Motion APPROVED (3 to 0)
6.2 TTM 38934
Moved by: Matt Woody
Seconded by: Craig Siqueland
That the Planning and Housing Commission recommend to the City Council APPROVAL of TTM 38934, based on the findings contained in the staff report and conditions of approval.
Aye (3): Matt Woody, Craig Siqueland, and Karen Alexander Absent (2): Sarah Longwell, and Marie Vernon
Motion APPROVED (3 to 0)
6.3 CUP2024-0003
Moved by: Craig Siqueland
Seconded by: Matt Woody
That the Planning and Housing Commission adopt Resolution No. 2670, GRANTING CUP2024-0003 based on the findings contained in the staff report and conditions of approval.
Aye (3): Matt Woody, Craig Siqueland, and Karen Alexander Absent (2): Sarah Longwell, and Marie Vernon
Motion APPROVED (3 to 0)
7. WRITTEN COMMUNICATIONS
None.
DRAFT MINUTES - August 25, 2025
City of Corona - Planning & Housing Commission Page 3
8. ADMINISTRATIVE REPORTS
None.
9. COMMISSIONERS' REPORTS AND COMMENTS
None.
10. FUTURE AGENDA ITEMS
None.
11. ADJOURNMENT
Chair Longwell adjourned the meeting at 7:45 p.m. to the Planning and Housing Commission meeting of Monday, September 8, 2025, commencing at 6:00 p.m. in the City Hall Council Chambers.
DATE: 10/01/2025
TO: Honorable Mayor and City Council Members
FROM: Planning and Development Department
2025-359
REQUEST FOR CITY COUNCIL ACTION
SUBJECT:
TENTATIVE TRACT MAP 38934 TO SUBDIVIDE 2.86 ACRES FOR RESIDENTIAL CONDOMINIUM PURPOSES LOCATED AT 1717 VIA DEL RIO IN THE R-3 MULTIPLEFAMILY RESIDENTIAL ZONE (APPLICANT: MERITAGE HOMES OF CALIFORNIA, INC.)
EXECUTIVE SUMMARY:
This staff report asks the City Council to approve Tentative Tract Map 38934 (TTM 38934) to create one lot for residential condominium purposes to facilitate the development of 57 townhouse condominiums, and four lettered lots for water quality facilities on 2.86 acres located at 1717 Via Del Rio. The zoning of the project site is R-3 Multiple Family Residential, which permits residential condominiums by a conditional use permit. TTM 38934 will allow the townhouse condominiums to be sold to individual proprietors. The Planning and Housing Commission at its meeting on August 25, 2025, recommended approval of TTM 38934 to the City Council.
RECOMMENDED ACTION:
That the City Council approve Tentative Tract Map 38934 based on the findings and conditions of approval as recommended by the Planning and Housing Commission.
BACKGROUND & HISTORY:
The project site is 2.86 acres and contains a church and two existing telecommunications poles. The zoning of the project site is R-3 Multiple Family Residential, and the General Plan is High Density Residential (HDR), which allows a density of 15 to 36 dwelling units
per acre (du/ac). The site is surrounded by single family and multiple family residential developments, with Coronita Elementary School bordering the site to the northwest.
The applicant, Meritage Homes of California Inc., is proposing to demolish the existing church building and develop 57 townhouse condominiums on the project site. The development will consist of 54 units for above moderate income households and three units for very low income households. In conjunction with TTM 38934, the applicant is processing an Affordable Housing Density Bonus Agreement (AHDB2024-0001) with the City that requests certain waivers and a concession from the City’s development standards to support the development of the very low income units within the project. A Conditional Use Permit (CUP2024-0003) is also being processed to establish the townhouse condominiums on the project site in the R-3 zone.
ANALYSIS:
Lot 1 of TTM 38934 is 2.82 acres and is for the construction of the 57 townhouse condominiums, including the associated parking spaces, private alleys/drive aisles, landscaping and common open space areas. The existing telecommunications towers would also be located within Lot 1 and will remain on the project site with the proposed development. Lot 1 meets the R-3 zone’s minimum lot area, width, and depth requirements, shown in Table 1.
Table 1 Lot 1 Summary
Development
Standard
R-3 Zone
Requirement
Proposed
Minimum Lot Area 7,200 SF 122,839.2 SF (2.82 acres)
Minimum Lot Width 60 feet 200’+
Minimum Lot Depth 70 feet 400’+
The four lettered lots, Lots A – D, total 0.04 acres and are for drainage infrastructure (modular wetland and basins) to support the project. The applicant will be required to establish a homeowner’s association (HOA) for the maintenance of these lots in perpetuity and the maintenance of the other common facilities of the development. Table 2 below summarizes the size of the lettered lots.
Table 2 Letter Lot Summary
Lot Square Footage (SF) Acreage Description
A 162 SF 0.0004 Modular Wetland System
B 857 SF 0.020 Basin along Via Del Rio
C 526 SF 0.012 Basin at intersection of Via Del Rio and Avenida Del Vista
D 545 SF 0.013 Basin along Avenida Del Vista
TTM 38934 proposes to establish 30-foot-wide easements within Lot 1 for ingress/egress and public utility purposes. The easements coincide with the new drive aisles shown per CUP2024-0003 to provide vehicular access to the garages of the dwellings and guest parking. TTM 38934 also proposes to vacate three existing easements and expand an
existing easement to allow continued access to the existing telecommunications facilities from Avenida Del Vista.
Access and Circulation
Vehicular access to the project site will be provided by two new driveways, located on Avenida Del Vista and Via Del Rio, and leading to internal drive aisles circulating within the development.
Onsite Utility and Drainage Improvements
Water and sewer service to the project site will be provided by the City of Corona. The project will connect to an 8-inch diameter water line and an 8-inch diameter sewer line.
To treat stormwater runoff from the project site, three underground bio-retention basins and one modular wetland system would capture, treat, and slow stormwater runoff before discharging into the City’s storm drain system. Electricity would be provided to the project by Southern California Edison (SCE).
Public Improvements
The General Plan classifies Via Del Rio as a secondary four-lane road which has an ultimate right-of-way width of 88 feet. Avenida Del Vista is classified as a collector street which has an overall right-of-way width of 68 feet. Both streets have existing roadway pavement, curb and gutter, and a 12-foot-wide landscape parkway that includes a fivefoot sidewalk along both project frontages.
No widening is required along Avenida Del Vista; however, the applicant is required to dedicate one foot of the property’s frontage to the right-of-way for Avenida Del Vista as well as install missing landscaping within the adjacent parkway. Via Del Rio is currently fully improved to its ultimate right-of-way width and thus, no dedication or widening is warranted; however, the applicant is required to install missing landscaping within the adjacent parkway.
Concession Per Affordable Housing Density Bonus Agreement Per AHDB2024-0001, the applicant is requesting a concession from Section 15.60.080 of the Corona Municipal Code (CMC) regarding the requirement to underground existing overhead utilities less than 34 KV adjacent to the project site’s frontage (Via Del Rio) when that service to a structure is enlarged or an addition is made thereto. Existing overhead utilities exist along Via Del Rio, adjacent to the project site’s frontage and beyond. The overhead utility in front of the project site also extends across Via Del Rio to a pole located in the backyard of 1801 Bern Drive. The cost of undergrounding the overhead utilities that supply power from SCE, which would also require the relocation of existing transformers, is approximately $815,000. This cost would deter the project from constructing the three affordable housing units.
Due to construction conflict, the lower overhead lines for telecommunications along Via Del Rio will be placed underground in addition to the streetlight power lines along Avenida Del Vista.
FINANCIAL IMPACT:
The applicant paid the application processing fees of $10,712 to cover the cost of the Tentative Tract Map.
ENVIRONMENTAL ANALYSIS:
Per Section 15332 of the State Guidelines for Implementing the California Environmental Quality Act (CEQA) and Section 3.31 of the City’s Local CEQA Guidelines, a Notice of Exemption has been prepared as the project qualifies as a Class 32 (Infill Development Projects) categorical exemption. The project site is less than five acres, is consistent with the site’s General Plan land use designation of HDR and applicable General Plan Policies, and the property’s R-3 zoning designation, which indicates residential development is imminent on the site. The project would not result in significant impacts relating to traffic, noise, air quality, or water quality. Moreover, none of the six exceptions to exemptions cited in Guidelines Section 15300.2 (a – f) are applicable to the proposed project. The Notice of Exemption is proposed for approval with the associated density bonus housing agreement, AHDB2024-0001, and is attached as Exhibit 6 for reference.
PLANNING AND HOUSING COMMISSION ACTION:
At its meeting of August 25, 2025, the Planning and Housing Commission considered the subject matter and took the following action:
Motion was made, seconded (Woody/Siqueland) and carried unanimously, with Chair Longwell and Commissioner Vernon absent, that the Planning and Housing Commission recommend approval of TTM 38934 to the City Council, based on the findings contained in the staff report and conditions of approval. The minutes of the Planning and Housing Commission meeting are included as Exhibit 4.
PREPARED BY: JOANNE COLETTA, PLANNING AND DEVELOPMENT DIRECTOR ATTACHMENTS:
1. Exhibit 1 – Locational and zoning map
2. Exhibit 2 – Site plan for Tentative Tract Map 38934
3. Exhibit 3 – Planning and Housing Commission staff report
4. Exhibit 4 – Draft minutes of the Planning and Housing Commission meeting of August 25, 2025
AERIAL & LOCATIONAL MAP
CZ2022-0004 & GPA2022-0004
PROMENADE AVE NEAR SIXTH
STREET
ZONING LEGEND
C-3: General Commercial
M-1: Light Manufacturing
M-2: General Manufacturing
M-3: Heavy Manufacturing
BP: Business Park of SP01-2
M-2
M-3
M-1
M-3
M-1
M-2
M-2
C-3
BP
TTM38934
1717 Via Del Rio
Zoning Legend:
R1-9.6 - Single-Family Residential
R1-7.2 - Single-Family Residential
R3 - Multiple-Family Residential
S - School R1-9.6 R1-7.2
Via Del Rio
Project Site
Unincorporated
Riverside County
S
R3Avenida Del Vista
Beryl Lane
Bern Drive
CITY OF CORONA
TENTATIVE TRACT MAP NO. 38934
THAT PORTION OF LOT 2 OF TRINIDAD YORBA TRACT, IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 2 PAGE 22 OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA
FOR CONDOMINIUM PURPOSES
MAP REVISION DATE
MAP PREPARATION DATE
BENCHMARK
ENGINEER
OWNER
BASIS OF BEARINGS
’’ ” ” ” ’ ”
DEVELOPER
LEGEND
ASSESSOR'S PARCEL NO
ADDRESS
ABBREVIATIONS
SURVEYOR
EARTHWORK QUANTITIES
ZONING / LAND USE
AREA SUMMARY
VICINITY MAP
UTILITY PROVIDERS
LEGAL DESCRIPTION
EXISTING EASEMENTS
AVENIDA DEL VISTA (EXISTING)
PER CITY OF CORONA STD. 105
N.T.S.
VIA DEL RIO (EXISTING)
PER CITY OF CORONA STD. 104
N.T.S.
ALLEY - LINEAR FOOTAGE
H
H
H
H
CL
2:1 SLOPE MAX
2:1 SLOPE MAX
2:1 SLOPE MAX
2:1 SLOPE MAX H
H
CL
2:1 SLOPE MAX
2:1 SLOPE MAX
R/W
(EAST)
SECTION
SYMMETRICAL
ABOUT CL
PROPOSED EASEMENT
R/W
(SOUTH)
R/W
(NORTH) BERYL LANE
ALLEY B
(PRIVATE WAY)
AVENIDA DEL VISTA
(PUBLIC)
VIA DEL RIO
(PUBLIC) ALLEY E (PRIVATE WAY) ALLEY A
ALLEY D
(PRIVATE WAY)
ALLEY C
(PRIVATE WAY)
EXISTING ELEMENTARY SCHOOL (S)
EXISTING 2-STORY APARTMENTS (R3 / HDR)
EXISTING
BUILDING
EXISTING SINGLE FAMILY HOMES
(R1-7.2 / LDR)
EXISTING SINGLE FAMILY HOMES
(R1-9.6 / LDR)
EXISTING
BUILDING
LOT 1
(PRIVATE WAY)
LOT D
LOT C
LOT B
2.82 AC (GROSS)
2.81 AC (NET)
LOT A
(PUBLIC)
DATE: 08/25/2025
TO: Honorable Chair and Commissioners
FROM: Planning and Development Department
2025-324
APPLICATION REQUEST:
TTM 38934: Tentative Tract Map to create one lot on 2.82 acres for residential condominium purposes, and four lettered lots totaling 0.04 acres for the construction of water quality management facilities, located at 1717 Via Del Rio (APN: 103-200-088, 103-200-089) within the R-3 (Multiple-Family Residential) Zone. (Applicant: Louisa Feletto, Meritage Homes of California, Inc., 5 Peters Canyon Road No. 310, Irvine, CA 92606) RECOMMENDED ACTION:
That the Planning and Housing Commission recommend to the City Council APPROVAL of TTM 38934, based on the findings contained in the staff report and conditions of approval.
PROJECT SITE SUMMARY:
Area of Property: 2.87 Acres
Existing Zoning: R3 (Multiple-Family Residential)
Existing General Plan: High Density Residential (HDR, 15-36 du/ac) Existing Land Use: Church
Proposed Land Use: Townhouse Condominiums
Surrounding Zoning/Land Uses:
N: S (School) / School
E: R3 (Multiple-Family Residential) / Multiple Family Residential S: R-1-7.2 (Single Family Residential) / Single Family Residential W: R-1-9.6 (Single Family Residential) / Single Family Residential
BACKGROUND
The project site is 2.87 acres and contains a church and two existing telecommunications towers designed as monopines. The property is zoned R-3 (Multiple-Family Residential) and has a General Plan land use designation of High Density Residential (HDR) which permits a density range of 15 to 36 dwelling units per acre (du/ac). The site is surrounded by single family and multiple family residential developments, with Coronita Elementary School bordering the site to the northwest.
The applicant, Meritage Homes of California Inc., is pursuing a housing development consisting of 57 townhouse condominium units on the project site. Of the 57 units, three are proposed as affordable units to be sold to very low-income qualifying individuals or households. The project yields a density of 19.8 du/ac. The proposal requires approval of Tentative Tract Map (TTM) 38934 which is the subject of this request. The project also requires approval of CUP2024-0003 which is a conditional use permit to allow for the construction of the townhouse condominiums and associated facilities on the project site, and AHDB2024-0001 which is an affordable housing density bonus agreement related to the three affordable units. The church will be demolished upon development of the project. The two telecommunications towers will remain on the project site.
PROJECT DESCRIPTION
TTM 38934 proposes to create one lot over 2.82 acres on the project site. The lot is identified as Lot 1 on the tentative tract map, Exhibit 2, which would contain the proposed 57 residential units and associated facilities including parking spaces, private alleys/drive aisles, landscaping and common open space areas. The existing telecommunications towers would also be located within Lot 1. The tentative tract map is for residential condominium purposes, which would allow the dwellings to be individually sold with the owners having common use of the property and the facilities.
Lot 1 meets the R-3 zone’s minimum lot area, width and depth requirements, as shown in Table 1.
Table 1 – Lot 1 Summary
Minimum Code
Requirement Per R-3 Zone
Proposed
Minimum Lot Area 7,200 SF 122,839.2 SF (2.82 acres)
Minimum Lot Width 60 feet 200’+
Minimum Lot Depth 70 feet 400’+
TTM 38934 includes four lettered lots totaling approximately 0.04 acres identified as Lots A through D. The lettered lots will contain drainage infrastructure (modular wetland and basins) to support the project. The applicant will be required to establish a homeowner’s association (HOA) for the maintenance of these lots in perpetuity and the maintenance of
the other common facilities of the development. Table 2 below summarizes all proposed lots associated with TTM 38934.
Table 2 – Lot Summary
Lot Square Footage (SF) Acreage Description
1 -- 2.82 Residential Condominium Purposes &
Common Open Space/Recreation*
A 162 SF 0.0004 Modular Wetland System
B 857 SF 0.020 Basin along Via Del Rio
C 526 SF 0.012 Basin at intersection of Via Del Rio and Avenida Del Vista
D 545 SF 0.013 Basin along Avenida Del Vista
Total: 2.87 Acres
*2.82 Acres includes Alleys A – E
The tentative tract map proposes to establish 30-foot-wide easements within Lot 1 for ingress/egress and public utility purposes. The plotting of the easements coincides with new private alleys and drive aisles that are proposed by the conditional use permit to provide vehicular access to the garages of the dwellings and guest parking. The tentative tract map also proposes to vacate three existing easements and expand an existing easement to allow continued access to the existing telecommunications facilities from Avenida Del Vista.
Access and Circulation
Vehicular access to the project site will be provided by two new driveways, located on Avenida Del Vista and Via Del Rio, and leading to internal private alleys (drive aisles) circulating within the development.
Onsite Utility and Drainage Improvements
Water and sewer service to the project site will be provided by the City of Corona. The project will connect to an 8-inch diameter water line and 8-inch diameter sewer line in the proposed private street located within a public utility easement within the project site. To treat stormwater runoff from the project site three underground bio-retention basins and one modular wetland system would capture, treat, and slow stormwater runoff before discharging into the City’s storm drain system. Electricity would be provided to the project by Southern California Edison (SCE).
Public Improvements
The General Plan classifies Via Del Rio as a secondary four-lane road which has an ultimate right-of-way width of 88 feet. Avenida Del Vista is classified as a collector street which has an overall right-of-way width of 68 feet. Both streets have existing roadway pavement, curb and gutter and a 12-foot-wide landscape parkway which includes a five-foot sidewalk along both project frontages.
No widening is required along Avenida Del Vista; however, the applicant is required to dedicate one foot of the property’s frontage to the right-of-way for Avenida Del Vista as well as install missing landscaping within the adjacent parkway. Via Del Rio is currently fully improved to its ultimate right-of-way width and thus, no dedication or widening is warranted; however, the applicant is required to install missing landscaping within the adjacent parkway.
Per the project’s affordable housing density bonus agreement (AHDB2024-0001), the applicant is requesting a concession from Section 15.60.080 of the Corona Municipal Code (CMC) regarding the requirement to underground existing overhead utilities when that service to a structure is enlarged or an addition is made thereto. Existing overhead utilities exist along Via Del Rio, adjacent to the project site’s frontage and beyond (Exhibit 4). The overhead utility in front of the project site also extends across Via Del Rio to a pole located in the backyard of 1801 Bern Drive. The cost of undergrounding the overhead utilities that supply power from SCE, which would also require the relocation of existing transformers, is approximately $815,000. This cost would deter the project from constructing the three affordable housing units.
Due to construction conflict, the lower overhead lines for telecommunications along Via Del Rio will be placed underground in addition to the streetlight power lines along Avenida Del Vista.
ENVIRONMENTAL ANALYSIS
Per Section 15332 of the State Guidelines for Implementing the California Environmental Quality Act (CEQA) and Section 3.31 of the City’s Local CEQA Guidelines, a Notice of Exemption has been prepared as the project qualifies as a Class 32 (Infill Development Projects) categorical exemption. The project site is less than five acres, is consistent with the site’s General Plan land use designation of HDR and applicable General Plan Policies, and the property’s R-3 zoning designation, which indicates residential development is imminent on the site. The project would not result in significant impacts relating to traffic, noise, air quality, or water quality. Moreover, none of the six exceptions to exemptions cited in Guidelines Section 15300.2 (a – f) are applicable to the proposed project. The Notice of Exemption is proposed for approval with the associated density bonus housing agreement, AHDB2024-0001, and is attached as Exhibit 6 for reference.
FISCAL IMPACT
The applicant has paid the applicable application processing fees for the project.
PUBLIC NOTICE AND COMMENTS
A 10-day public notice was mailed to all property owners within a 500-foot radius of the project site, as well as advertised in the Sentinel Weekly News and posted at the project
site. As of the preparation of this staff report, the Planning and Development Department has not received any responses to the public notice.
STAFF ANALYSIS
TTM 38934 would facilitate the development of townhouse condominiums on the project site. The proposed subdivision is consistent with the standards of the R-3 zone with respect to minimum lot area, width and depth requirements. The subdivision supports a density of
19.8 du/ac which is consistent with the HDR designation under the General Plan. Adequate vehicular access is provided to the site from two adjacent streets constructed per the city’s secondary, four lane, and collector street standards, ensuring safe access to the site.
Through the recordation of this map, new easements for access and public utility purposes will be established onsite to serve and support the proposed residential units and existing telecommunications towers. Any missing public improvements along Avenida Del Vista and Via Del Rio adjacent to the project site will be constructed or guaranteed with the development of the project. Therefore, staff recommends approval of TTM 38934 based on the findings of approval listed below and the recommended conditions of approval in Exhibit
3. FINDINGS OF APPROVAL FOR TTM 38934
1. A preliminary exemption assessment has been conducted by the City of Corona and has shown that this project does not require further environmental assessment under CEQA because the project qualifies as a Class 32 (Infill Development Projects) categorical exemption in that the project proposes the construction of 57 residential units on less than five acres and is consistent with the site’s General Plan land use designation of HDR and applicable General Plan Policies, and the property’s R-3 zoning designation, which indicates residential development is imminent on the site. The project would not result in significant impacts relating to traffic, noise, air quality, or water quality. Moreover, none of the six exceptions to exemptions cited in Guidelines Section 15300.2 (a – f) are applicable to the proposed project.
2. None of the conditions provided in Section 66474 of the California Government Code exist for the following reasons:
a. The map results in a density of 19.86 du/ac which is consistent with the property’s General Plan land use designation of High Density Residential which establishes an allowable density range of 15 to 36 du/ac. b. The design or improvement of the proposed subdivision is consistent with the subdivision standards in the R-3 zone and complies with applicable provisions of the Corona Municipal Code (CMC).
c. The subject site is suitable for the type of development proposed by TTM 38934 because the size of the project site can accommodate the future development of residential units proposed by CUP 2024-0003, and has access from Via Del Rio, a secondary street, and Avenida Del Vista, a collector street. d. The site is physically suitable for the proposed density of development because the 2.87-acre site can accommodate 57 residential units including all necessary utilities at a density of 19.86 du/ac in compliance with the density of the General Plan designation and the development standards of the R3 zone in conjunction with AHDB 2024-0001.
e. The design of the subdivision or the proposed improvements is not likely to cause substantial environmental damage or substantially injure fish or wildlife or their habitat because the project site is currently developed with buildings, a parking lot and telecommunications facilities, is an infill development in an urban setting surrounded by developed properties consisting of residential and institutional land uses, improved streets and existing utilities. f. The proposed subdivision will not result in adverse impacts to public health, safety or general welfare because the project is designed in accordance with the city’s objective design standards that are in place to ensure orderly development of the project site and improvements associated with the project, and the General Plan.
g. The design of the subdivision or the type of improvements will not conflict with easements, acquired by the public at large, for access through or use of property within the proposed subdivision, because easements are being protected in place or vacated with the recordation of TTM 38934.
3. Pursuant to California Government Code Section 66473.5, consistency with applicable General Plan or Specific Plan does exist for the following reasons:
a. The General Plan High Density Residential designation allows for 15 to 36 du/ac. The proposal will result in a development density of 19.86 du/ac on the
2.87-acre project site, and as such, the project is consistent with the property’s High Density Residential General Plan land use designation.
4. Pursuant to California Government Code Section 66474.6, the discharge of waste from the proposed subdivision into existing community sewers would not result in violation of existing requirements presented by the Santa Ana Regional Water Quality Control Board pursuant to Division 7 (commencing with Section 13000) of the Water Code for the following reason:
a. The amount of discharge to be produced by the development does not exceed the limit established by the Santa Ana Regional Water Quality Control Board as monitored by the city’s Utilities Department.
5. Pursuant to California Government Code Section 66473.1, the design of the subdivision would provide, to the extent feasible, for future passive or natural heating or cooling opportunities for the following reason:
a. Future development of the proposed lots will be subject to the requirements of the California Residential Building Codes and Building Energy Efficiency Standards (Title 24), standards enforced through review and issuance of a building permit prior to construction.
6. The proposal is in conformance with the standards of the R-3 Zone for the following reason:
a. The subdivision proposed by TTM 38934 is consistent with the R-3 zone with respect to minimum lot area, width, and depth requirements, and the intended use of the lot is for townhouse condominiums, which is a permitted land use pursuant to CMC Sections 17.24.040 and 17.82.020 with the approval of a CUP.
7. The proposal is in conformance with Title 16 (Subdivisions) of the Corona Municipal Code for the following reasons:
a. TTM 38934 is in compliance with the city’s subdivision standards in Title 16 of the CMC as the proposed subdivision would meet requirements for minimum lot area, width, and depth, as well as street access and overall density b. Required public improvements are guaranteed with this subdivision, as memorialized in the Conditions of Approval.
PREPARED BY: BRENDAN DALDE, ASSOCIATE PLANNER
REVIEWED BY: EVAN LANGAN, AICP, SENIOR PLANNER
REVIEWED BY: SANDRA VANIAN, PLANNING MANAGER
SUBMITTED BY: JOANNE COLETTA, PLANNING AND DEVELOPMENT DIRECTOR
Exhibits:
1. Locational and Zoning Map
2. TTM 38934
3. Conditions of Approval
4. Overhead Utility Lines
5. Applicant’s letter, dated July 11, 2024
6. Environmental Documentation
Case Planner: Brendan Dalde (951) 739-4918
AERIAL & LOCATIONAL MAP
CZ2022-0004 & GPA2022-0004
PROMENADE AVE NEAR SIXTH
STREET
ZONING LEGEND
C-3: General Commercial
M-1: Light Manufacturing
M-2: General Manufacturing
M-3: Heavy Manufacturing
BP: Business Park of SP01-2
M-2
M-3
M-1
M-3
M-1
M-2
M-2
C-3
BP
TTM38934
1717 Via Del Rio
Zoning Legend:
R1-9.6 - Single-Family Residential
R1-7.2 - Single-Family Residential
R3 - Multiple-Family Residential
S - School R1-9.6 R1-7.2
Via Del Rio
Project Site
Unincorporated
Riverside County
S
R3Avenida Del Vista
Beryl Lane
Bern Drive
CITY OF CORONA
TENTATIVE TRACT MAP NO. 38934
THAT PORTION OF LOT 2 OF TRINIDAD YORBA TRACT, IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 2 PAGE 22 OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA
FOR CONDOMINIUM PURPOSES
MAP REVISION DATE
MAP PREPARATION DATE
BENCHMARK
ENGINEER
OWNER
BASIS OF BEARINGS
’’ ” ” ” ’ ”
DEVELOPER
LEGEND
ASSESSOR'S PARCEL NO
ADDRESS
ABBREVIATIONS
SURVEYOR
EARTHWORK QUANTITIES
ZONING / LAND USE
AREA SUMMARY
VICINITY MAP
UTILITY PROVIDERS
LEGAL DESCRIPTION
EXISTING EASEMENTS
AVENIDA DEL VISTA (EXISTING)
PER CITY OF CORONA STD. 105
N.T.S.
VIA DEL RIO (EXISTING)
PER CITY OF CORONA STD. 104
N.T.S.
ALLEY - LINEAR FOOTAGE
H
H
H
H
CL
2:1 SLOPE MAX
2:1 SLOPE MAX
2:1 SLOPE MAX
2:1 SLOPE MAX H
H
CL
2:1 SLOPE MAX
2:1 SLOPE MAX
R/W
(EAST)
SECTION
SYMMETRICAL
ABOUT CL
PROPOSED EASEMENT
R/W
(SOUTH)
R/W
(NORTH) BERYL LANE
ALLEY B
(PRIVATE WAY)
AVENIDA DEL VISTA
(PUBLIC)
VIA DEL RIO
(PUBLIC) ALLEY E (PRIVATE WAY) ALLEY A
ALLEY D
(PRIVATE WAY)
ALLEY C
(PRIVATE WAY)
EXISTING ELEMENTARY SCHOOL (S)
EXISTING 2-STORY APARTMENTS (R3 / HDR)
EXISTING
BUILDING
EXISTING SINGLE FAMILY HOMES
(R1-7.2 / LDR)
EXISTING SINGLE FAMILY HOMES
(R1-9.6 / LDR)
EXISTING
BUILDING
LOT 1
(PRIVATE WAY)
LOT D
LOT C
LOT B
2.82 AC (GROSS)
2.81 AC (NET)
LOT A
(PUBLIC)
Details: Tentative Tract Map to create one lot on 2.82 acres for residential condominium purposes, and four lettered lots totaling
0.04 acres for the construction of water quality management facilities, located at 1717 Via Del Rio (APN: 103-200-088, 103-200- 089) within the R-3 (Multiple-Family Residential) Zone.
LIST OF CONDITIONS
DEPARTMENT CONTACT
FIRE Xente Baker
1. Any revised site plan shall be submitted to the Fire Department for screen check approval prior to building plan submittal.
2. Plans shall show a minimum drive width of 28 feet.
3. All projects shall comply with the City of Corona Fire Department Site Construction Standard. A copy of which is available at coronaca.gov. Projects shall have approved all weather access from two (2) directions and fire hydrants providing the required fire flow tested and accepted prior to combustible construction.
4. Meet with Corona Fire Department to determine locations of red curbing and signage by fire hydrants, fire department connections, and designated fire lanes on site.
5. A minimum fire flow of 2500 gallons per minute at 20 psi shall be provided for multi-family dwellings.
6. If over 500 lineal feet the fire service waterline shall be looped and provided with two (2) separate points of connection.
7. Fire hydrants are to be spaced a maximum 300 feet apart, one- and two-family dwellings only.
8. Provide Class A roofing material on all structures per the Corona Municipal Code.
9. A specific address, assigned by the City of Corona, Public Works Department, shall be provided for each building as specified by the fire department address standard which can be obtained at coronaca.gov/fire. Addresses must be illuminated during all hours of darkness.
10. Smoke detectors and/or carbon monoxide detectors shall be installed per the California Building, Fire, and Residential Code prior to occupancy of the dwelling units.
11. In structures of undetermined use, the minimum fire sprinkler design density required shall be for an Ordinary Hazard, Group 2, and not be less than .20 gpm/1500 sf. Buildings intending to house high-piled combustible storage shall be provided with a fire sprinkler system designed to protect the potential hazard.
12. At no time shall fire hydrants or fire lanes be blocked by building materials, storage, equipment, and/or vehicles.
13. Multiple unit buildings shall have suite number identification assigned by the Fire Department. Submit an exhibit for review and approval to the Fire Department. A copy of the Premise Identification Standard is available at coronaca.gov/fire.
14. Residential Fire Sprinklers shall be installed per California Fire and Residential Code, and NFPA 13.
Project Number: TTM2024-0002
Applied: 7/11/2024 Approved:
Closed: Expired:
Status: COMPLETE
Parent Project: DPR2024-
0004
Site Address: 1717 VIA DEL RIO CORONA, CA 91720
Louisa Feletto
230 Progress Irvine CA, 92618
Description:
Applicant:
TTM2024-0002 1 of 7 (Continued on next page)
Project Conditions
City of Corona
PLANNING
1. To the fullest extent permitted by law, the applicant shall defend, indemnify and hold the City of Corona and its directors, officials, officers, employees, volunteers and agents free and harmless from any and all claims, demands, causes of action, proceedings, costs, expenses, liabilities, losses, damages or injuries of any kind, in law or equity, in any manner arising out of, pertaining to, or incident to any attack against or attempt to challenge, set aside, void or annul any approval, decision or other action of the City of Corona, whether such approval, decision or other action was by its City Council, Planning and Housing Commission or other board, director, official, officer, employee, volunteer or agent. To the extent that Government Code Section 66474.9 applies, the City will promptly notify the applicant of any claim, action or proceeding made known to the City to which Government Code Section 66474.9 applies and the City will fully cooperate in the defense. The Applicant's obligations hereunder shall include, without limitation, the payment of any and all damages, consultant and expert fees, and attorney's fees and other related costs and expenses. The City shall have the right to retain such legal counsel as the City deems necessary and appropriate.
2. Nothing herein shall be construed to require City to defend any attack against or attempt to challenge, set aside, void or annul any such City approval, decision or other action. If at any time Applicant chooses not to defend (or continue to defend) any attack against or attempt to challenge, set aside, void or annul any such City approval, decision or other action, the City may choose, in its sole discretion, to defend or not defend any such action. In the event that the City decides not to defend or continue the defense, Applicant shall be obligated to reimburse City for any and all costs, fees, penalties or damages associated with dismissing the action or proceeding. If at any time both the Applicant and the City choose not to defend (or continue to defend) any action noted herein, all subject City approvals, decisions or other actions shall be null and void. The Applicant shall be required to enter into any reimbursement agreement deemed necessary by the City to effectuate the terms of this condition.
3. The project shall comply with all applicable requirements of the Corona Municipal Code (CMC) and ordinances and the relevant Specific Plan, if any, including the payment of all required fees.
4. TTM 38934 shall be recorded as a final map prior to the issuance of a building permit for the production units. Permits for the model units may be issued prior to map recordation and after final map approval with the approval of a model home permit pursuant to CMC 17.98.040.
5. Prior to issuance of a grading permit, the developer shall provide advance notification of grading activities to the residents located in proximity to the project site. The notification shall be a flyer containing the name and contact phone number for the project manager, developer or superintendent on site. A sign shall also be placed on the project site during grading and construction with all contact information for the project.
6. TTM 38934 is contingent upon the approval of AHDB2024-0001.
7. Prior to the recordation of the final map for TTM 38934, the applicant shall record Affordable Housing Density Bonus Agreement 2024-0001 with the County Recorders Office. This agreement is required to be notarized by the applicant and executed by the City Manager prior to it being recorded.
8. Prior to the issuance of a grading permit, the applicant shall submit to the Planning and Development Department for review a vector control program. The program shall be implemented prior to grading with continued monitoring and removal of vector during the grading and construction process. A final report upon completion shall be submitted to the Planning and Development Department.
PUBLIC WORKS
1. The Public Works, Planning and Development, and Utilities Department Conditions of Approval for the subject application shall be completed at no cost to any government agency. All questions regarding the intent of the Conditions of Approval shall be referred to the Planning and Development Department, Development Services Division. Should a conflict arise between City of Corona standards and design criteria and any other standards and design criteria, City of Corona standards and design criteria shall prevail.
2. The developer shall comply with the State of California Subdivision Map Act and all applicable City ordinances and resolutions.
3. Prior to final map recordation or issuance of grading permit, the applicant shall demonstrate to the satisfaction of the City Engineer that the proposed subdivision will not unreasonably interfere with the use of any easement holder of the property.
4. All improvement and grading plans shall be drawn on twenty-four (24) inch by thirty-six (36) inch Mylar and signed by a registered civil engineer or other registered/licensed professional as required.
TTM2024-0002 2 of 7 (Continued on next page)
Project Conditions
City of Corona
Carolina Rodriguez Brendan Dalde
PUBLIC WORKS
5. The submitted tentative tract map shall correctly show all existing easements, traveled ways, and drainage courses. Any omission or misrepresentation of these documents may require said tentative tract map to be resubmitted for further consideration.
6. The tentative tract shall be recorded as one final tract map, and shall be developed as one tract. Financial security shall be provided for all improvements within the tract prior to final tract map approval.
7. In the event that off-site right-of-way or easements are required for the City of Corona master plan facilities to comply with these conditions of approval, the developer is required to secure such right-of-way or easements at no cost to the City.
8. All existing and new utilities on-site shall be placed underground in accordance with City of Corona ordinances.
9. Prior to issuance of a Certificate of Occupancy, the developer shall cause the engineer of record to submit project base line work for all layers in AutoCAD DXF format on Compact Disc (CD) to the Planning and Development Department, Development Services Division. If the required files are unavailable, the developer shall pay a scanning fee to cover the cost of scanning the as-built plans.
10. The developer shall monitor, supervise and control all construction and construction related activities to prevent them from causing a public nuisance including, but not limited to, insuring strict adherence to the following:
a) Removal of dirt, debris or other construction material deposited on any public street no later than the end of each working day.
b) Construction operations, including building related activities and deliveries, shall be restricted to Monday through Saturday from 7:00 a.m. to 8:00 p.m., excluding holidays, and from 10:00 a.m. to 6:00 p.m. on Sundays and holidays, in accordance with City Municipal Code 15.04.060, unless otherwise extended or shortened by the City Engineer or Building Official. c) The construction site shall accommodate the parking of all motor vehicles used by persons working at or providing deliveries to the site. Violation of any condition or restriction or prohibition set forth in these conditions shall subject the owner, applicant, developer or contractor(s) to remedies as noted in the City Municipal Code. In addition, the City Engineer or Building Official may suspend all construction related activities for violation of any condition, restriction or prohibition set forth in these conditions until such time as it has been determined that all operations and activities are in conformance with these conditions.
11. Prior to map recordation or issuance of a building permit, whichever occurs first, the developer shall ensure that a homeowner's association or property owner's association is established for the purpose of maintaining all private streets, common areas and private utilities. The association documents, including any necessary Covenants, Conditions and Restrictions (CC&R's), shall be subject to the review and approval of the Planning and Development Department, Development Services Division and shall be recorded concurrently.
12. Prior to final map recordation or issuance of a building permit, whichever occurs first, the developer shall finish the construction or post security guaranteeing the construction of all public improvements. Said improvements shall include, but are not limited to, the following:
a) All street facilities along Avenida Del Vista and Via Del Rio. b)All ADA improvements at intersection of Via Del Rio and Avenida Del Vista, shall include but not limited to curb ramps, audible pedestrian warning system, and count down pedestrian signals. The applicant shall submit a Traffic Signal Modification Plan for review and approval by the City Traffic Engineer. c) All drainage facilities along Avenida Del Vista and Via Del Rio. d) All required grading, including erosion control.
e) All required sewer and water facilities.
f) All required landscaping and/or park facilities.
g) All under grounding of overhead utilities, except for cables greater than 32k volts, or as otherwise approved by Affordable Housing Density Bonus Agreement 2024-0001.
13. All the grading design criteria shall be per City of Corona standards, Corona Municipal Code Title 15 Chapter 15.36 and City Council Ordinance Number 2568, unless otherwise approved by the City Engineer.
TTM2024-0002 3 of 7 (Continued on next page)
Project Conditions
City of Corona