UNIT 1638.1R UNIT 1633.1R UNIT 1638.1R UNIT 1633.1R UNIT 2531.2 UNIT 2531X.2R
UNIT 1633X.1R UNIT 1638.1R UNIT 1633.1R
53'-6"
143'-6"
UNIT 1638.1R UNIT 1633.1R UNIT 1638.1R UNIT 1633.1R UNIT 2531.2 UNIT 2531X.2R
UNIT 1633X.1R UNIT 1638.1R UNIT 1633.1R
53'-6"
143'-6"
AREA TABULATION
BUILDING 902A
UNCONDITIONED SPACE
CONDITIONED SPACE
JOB #: 23095
Kevin L. Crook
Inc
klcarch.com
Architect
PLANNING + ARCHITECTURE
0 2 4 8
SECOND FLOOR PLAN
FIRST FLOOR PLAN
3 BDRM., 3 BATH
1,765 S.F.
4 BDRM., 4 BATH
1,496 S.F.
3 BDRM., 3 BATH
1,765 S.F.
4 BDRM., 4 BATH
1,496 S.F. 1,268 S.F.
2 BDRM., 2.5 BATH
1,268 S.F.
2 BDRM., 2.5 BATH
1,765 S.F.
4 BDRM., 4 BATH
1,496 S.F.
3 BDRM., 3 BATH
1,496 S.F.
3 BDRM., 3 BATH
CORONA, CALIFORNIA
07/08/2024
A-1
#23095
03/12/2025
CONCEPTUAL PHASING AND AFFORDABLE UNIT PLAN
0 10 20 40 North
Project Summary
Site Area: 2.87 Acres (161,956 SF)
No. of Units: 57 Homes1
• (18) Plan 2531: 1268 SF, 2 bed., 2.5 bath
• (21) Plan 1633: 1496 SF, 3 bed, 3 bath
• (18) Plan 1638: 1765 SF, 4 bed, 4 bath
Density: 19.86 du/ac
Building Coverage: 45,648 SF (28.2% of site)
Proposed Setbacks2:
• Front: 13’ to building minimum (Avenida Del Vista)
• Street Side: 15’ to building minimum (Via Del Rio)
• Side & Rear: 10’ to building minimum
• Building to Building: 10’ minimum separation
Parking Required3: 104 Spaces total
• 2-3 Bedroom: 39 homes x 1.5 sp/du = 58.5 spaces
• 4+ Bedroom: 18 homes x 2.5 sp/du = 45 spaces
Parking Provided: 127 Spaces total (2.23 sp/du)
• Resident: Private 2-car garage per unit
• Guest Spaces: 13 spaces (9’ x 17/5’ w/ 2.5’ overhang) Open Space Provided: 17,793 SF
• Common Open Space: 10,935 SF4
(10’ min. dim)
• Private Open Space: 6,858 SF5 (6’ min. dim.)
Notes:
1. Type VB construction with NFPA 13D automatic sprinkler system.
2. Affordable waiver used to reduce front and street side setback.
3. Required parking based on affordable parking standards.
4. Affordable waivers used to reduce common open space requirement and indoor common open space requirement.
5. See floor plans for private open space per plan details.
6. Existing General Plan: High Density Residential
7. Existing Land Use: Church
8. Existing Zoning: R3
9. Proposed General Plan: High Density Residential
10. Proposed Zoning: R3
11. Assessor’s Parcel Numbers: 103-200-088 & -089
12. Site Address: 1717 Via Del Rio, Corona, CA 92882
SP-2
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
AVENIDA DEL VISTA
VIA DEL RIO
ALLEY B
ALLEY E
ALLEY A
ALLEY D
ALLEY C
MODELS
PHASE 1
PHASE 2
PHASE 3 PHASE 4
PARKING /
BUILD OUT
*
*
*
*Conceptual Affordable Unit Locations
• (1) Plan 2531
• (1) Plan 1633
• (1) Plan 1638
53'-6"
Proposed Setbacks2:
• Front: 18’ minimum (Via Del Rio)
• Street Side: 13’ minimum (Avenida Del Vista)
• Side & Rear: 15’ minimum
• Building to Building: 18’ minimum separation
UNIT 1638.1R UNIT 1633.1R UNIT 1638.1R UNIT 1633.1R UNIT 2531.2 UNIT 2531X.2R
UNIT 1633X.1R UNIT 1638.1R UNIT 1633.1R
53'-6"
143'-6"
UNIT 1638.1R UNIT 1633.1R UNIT 1638.1R UNIT 1633.1R UNIT 2531.2 UNIT 2531X.2R
UNIT 1633X.1R UNIT 1638.1R UNIT 1633.1R
53'-6"
143'-6"
AREA TABULATION
BUILDING 902A
UNCONDITIONED SPACE
CONDITIONED SPACE
JOB #: 23095
Kevin L. Crook
Inc
klcarch.com
Architect
PLANNING + ARCHITECTURE
0 2 4 8
SECOND FLOOR PLAN
FIRST FLOOR PLAN
3 BDRM., 3 BATH
1,765 S.F.
4 BDRM., 4 BATH
1,496 S.F.
3 BDRM., 3 BATH
1,765 S.F.
4 BDRM., 4 BATH
1,496 S.F. 1,268 S.F.
2 BDRM., 2.5 BATH
1,268 S.F.
2 BDRM., 2.5 BATH
1,765 S.F.
4 BDRM., 4 BATH
1,496 S.F.
3 BDRM., 3 BATH
1,496 S.F.
3 BDRM., 3 BATH
CORONA, CALIFORNIA
07/08/2024
A-1
#23095
05/01/2025
CONCEPTUAL TRASH STAGING PLAN
Each home stages their trash carts in their drive apron for pickup, maintaining the 28' alley free and clear.
(2) 64-Gallon Carts for Trash and Recycle
(1) 32-Gallon Cart for Organics/Green Waste
Corona, CA
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
AVENIDA DEL VISTA
VIA DEL RIO
ALLEY B
ALLEY E
ALLEY A
ALLEY D
ALLEY C
T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T
R
G
T R G T R G T R G T R G T R G T R G
T
R
G T R G
T R G
Each home stages their trash carts in their drive apron for pickup, maintaining the 28' alley free and clear.
(2) 64-Gallon Carts for Trash and Recycle
(1) 32-Gallon Cart for Organics/Green Waste
Corona, CA
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
AVENIDA DEL VISTA
VIA DEL RIO
ALLEY B
ALLEY E
ALLEY A
ALLEY D
ALLEY C
T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T
R
G
T R G T R G T R G T R G T R G T R G
T
R
G T R G
T R G
SP-3
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
VIA DEL RIO
ALLEY B
ALLEY E
ALLEY A
ALLEY D
ALLEY C
T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G
T R G T R G T R G T R G T R G T R G T R G T R G T R G T R G T
R
G
T R G T R G T R G T R G T R G T R G
T
R
G T R G
Conceptual trash truck path
Project Summary
Site Area: 2.87 Acres (161,956 SF)
No. of Units: 57 Homes1
• (18) Plan 2531: 1268 SF, 2 bed., 2.5 bath
• (21) Plan 1633: 1496 SF, 3 bed, 3 bath
• (18) Plan 1638: 1765 SF, 4 bed, 4 bath
Density: 19.86 du/ac
Building Coverage: 45,648 SF (28.2% of site)
Proposed Setbacks2:
• Front: 13’ minimum (Via Del Rio)
• Street Side: 6.5’ minimum (Avenida Del Vista)
• Side & Rear: 15’ minimum
• Building to Building: 18’ minimum separation
Parking Required3: 104 Spaces total
• 2-3 Bedroom: 39 homes x 1.5 sp/du = 58.5 spaces
• 4+ Bedroom: 18 homes x 2.5 sp/du = 45 spaces
Parking Provided: 127 Spaces total (2.23 sp/du)
• Resident: Private 2-car garage per unit
• Guest Spaces: 13 spaces (9’ x 17/5’ w/ 2.5’ overhang) Open Space Provided: 17,793 SF
• Common Open Space: 10,935 SF4 (10’ min. dim)
• Private Open Space: 6,858 SF5 (6’ min. dim.)
Notes:
1. Type VB construction with NFPA 13D automatic sprinkler system.
2. Affordable waiver used to reduce front and street side setback and building separation requirements.
3. Required parking based on affordable parking standards.
4. Affordable waivers used to reduce common open space requirement and indoor common open space requirement.
5. See floor plans for private open space per plan details.
6. Existing General Plan: High Density Residential
7. Existing Land Use: Church
8. Existing Zoning: R3
9. Proposed General Plan: High Density Residential
10. Proposed Zoning: R3
11. Assessor’s Parcel Numbers: 103-200-088 & -089
12. Site Address: 1717 Via Del Rio, Corona, CA 92882
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
D
D
B B
C C
E
E
A
A
ALLEY B
AVENIDA DEL VISTA
VIA DEL RIO
ALLEY D
12" PAD SPLIT 12" PAD SPLIT
12" PAD SPLIT 6" PAD SPLIT ALLEY C
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A) BERYL LANE (PUBLIC)
(PUBLIC)
(PUBLIC)
(PRIVATE WAY)
(PRIVATE WAY)
(PRIVATE WAY)
BUILDING 1
(103 A) ALLEY E (PRIVATE WAY) ALLEY A (PRIVATE WAY)
CONCEPTUAL GRADING PLAN
EARTHWORK INFO
SECTION A-A
N.T.S.
SECTION B-B
N.T.S.
SECTION C-C
N.T.S.
SECTION D-D
AVENIDA DEL VISTA (COLLECTOR)
N.T.S.
SECTION E-E
VIA DEL RIO (SECONDARY ARTERIAL)
N.T.S.
BIO-RETENTION DETAIL
N.T.S.
CONCEPTUAL UTILITY PLAN
14+00
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A) 10+00 11+00
12+00
13+00
10+00 11+00 12+00 13+00 14+00 15+00 BERYL LANE (PUBLIC)
ALLEY B
AVENIDA DEL VISTA
VIA DEL RIO
ALLEY D
ALLEY C
(PUBLIC)
(PUBLIC)
(PRIVATE WAY)
(PRIVATE WAY)
(PRIVATE WAY) ALLEY E (PRIVATE WAY) ALLEY A (PRIVATE WAY) 16+00
VIA DEL RIO
AVENIDA DEL VISTA
OVERHEAD LINES
TO REMAIN
PROPERTY
BOUNDARY
SOCAL POWER
POLE LOCATIONS
EXISTING OVERHEAD LINES
OVERHEAD WIRE EXHIBIT
SOCAL POWER POLES
OVERHEAD LINES TO REMAIN
OVERHEAD LINES TO BE REMOVED
SOCAL POWER POLES
OFFSITE OVERHEAD LINES TO REMAIN
PROJECT FRONTAGE LINES TO REMAIN
PROJECT SITE
1717 VIA DEL RIO
CONCEPTUAL UTILITY PLAN
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
BUILDING 1
(103 A)
BUILDING 2
(103 A)
BUILDING 3
(103 A) BUILDING 4
(902 A)
BUILDING 5
(902 A)
BUILDING 6
(902 A)
BERYL
LANE
(PUBLIC)
ALLEY B
AVENIDA DEL VISTA
VIA DEL RIO
ALLEY D
ALLEY C
(PUBLIC)
(PUBLIC)
(PRIVATE WAY)
(PRIVATE WAY)
(PRIVATE WAY)
ALLEY E
(PRIVATE WAY)
ALLEY A
(PRIVATE WAY)
Legend
Existing overhead SCE lines
to remain
Existing overhead telecom
lines to remain
Existing overhead telecom
lines to be undergrounded
Existing overhead Streetlight
power to be undergrounded
Louisa Feletto | Forward Planning Project Manager
949-299-3833 | [email protected]
BLDG 3
BLDG 4
BLDG 5
BLDG 6
BLDG 2 BLDG 1
AVENIDA DEL VISTA
ALLEY B
ALLEY D
ALLEY A
ALLEY C
ALLEY E
V I A D E L R I O
EXISTING
APARTMENT
EXISTING
CELL TOWER
FACILITIES
EXISTING
ELEMENTARY SCHOOL
Collaborative
JOB #: 23018
Kevin L. Crook
Inc
klcarch.com
Architect
07.01.24 PLANNING + ARCHITECTURE
L-1 0 10’ 20’ 40’
CONCEPTUAL SITE PLAN Scale: 1”= 20’-0”
A NEW FOR SALE RESIDENTIAL COMMUNITY IS BEING
PROPOSED NEAR YOU!
CORONA, CALIFORNIA
Fast Facts
› Replaces a boarded up office space
› Includes 57 new high-quality attached, for-sale,
three-story townhomes
› Energy efficient and water efficient buildings and
landscaping
› Traditional architectural styles
› Two, three, and four-bedroom floor plans
› Two-car garages with additional on site guest parking › Private open space in the form of a balcony
› Common amenity areas including a bbq area with
shade structure and tables, picnic tables, and open
lawn areas
Project
Site
Location Map
Not to Scale
Site Plan
Not to Scale
Avenida Del Vista
VIA DEL RIO
Sapphire Ln
Beryl Ln
Via Del Rio
Kirkwood
Dr Bern Dr
Via Bernardo Coronita
Elementary
School
Frequently Asked Questions
Q: How many homes are proposed and will they be for sale or for rent? A: There will be 57 attached three-story townhomes. All homes will be for-sale.
Q: Will this community have a Home Owners Association (HOA)? A: Yes, an HOA will be fully responsible for managing and maintaining the community, including all landscaping, common amenity areas, and parking enforcement.
Q: Where does the community take access from?
A: The primary vehicular entry/exit of the project is from 1st Steet adjacent to Avenida Del VIsta.
The secondary acess will be taken from Via Del Rio.
Q: Where will the residents (and their guests) of the proposed project park? A: Each residence has its own attached 2-car garage. The HOA will ensure that residents are maintaining their garage for the parking of vehicles and not storage. Additional spaces will be provided on site for guests.
Q: Will the community be gated?
A: No, this development will not be gated.
Q: When is construction expected to begin?
A: Construction is anticipated to begin the 1st quarter of 2026, with a grand opening in the 1st quarter of 2027.
Q: Is there an interest list, and if so, how do I get on it? A: Yes, there is an interest list. Please contact Louisa Feletto at the phone number or email address listed below.
Q: Will these homes be energy efficient?
A: Yes, Meritage Homes is proud to be the leader in energy-efficient homes. All our homes are equipped with solar, high performance HVAC, high efficiency windows, and more. We also offer additional green features and are Energy Star, Air Quality Plus, and Water Sense EPA certified to provide homes that are healthy for the environment and our buyers. We encourage you to explore our website at www.meritagehomes.com.
Q: What if I have more questions or concerns?
A: Please feel free to contact Louisa Feletto at the phone number or email address below. We look forward to speaking with you!
CORONA, CALIFORNIA
Louisa Feletto | Forward Planning Project Manager
949-299-3833 | [email protected]
5 Peters Canyon Road, Suite 310 | Irvine, CA
August 12, 2025
Sandra Vanian, Planning Manager
Brendan Dalde, Assistant Planner
City of Corona, Planning and Development Department
400 South Vicentia Avenue
Corona, CA 92882
Re: Project Description
Dear Ms. Vanian and Dr. Dalde,
Meritage Homes is pleased to submit Via Del Rio, a proposed for-sale residential community located in the City’s West Ontario neighborhood. Meritage Homes has entered into a contract with Ingles La Sendra, Inc to purchase approximately 2.87 acres of land located at 1717 Via Del Rio (APN 103-200-088 and 103-200-089).
The proposed Via Del Rio Residential Project (project or proposed project) includes a request for approval of a Conditional Use Permit, Tentative Tract Map, and Density Bonus Agreement for a residential development on the site. The existing General Plan designation of “High Density Residential” and Zoning designation of “R3 – Multiple-Family Residential” would remain the same.
The site is located roughly a half mile south of State Route 91, and three and a quarter miles west of Interstate 15. The project site has been previously disturbed and is developed with the Iglesia Reformada La Senda church, a surface parking lot, turf area, a playground, ornamental plantings, associated church facilities/structures, and two existing cell tower facilities. The project site is surrounded by single-family homes to the southeast and southwest, a multi-family development to the northeast, and an elementary school to the northwest.
The proposed project includes development of up to 57 three story townhomes on the 2.87-acre site, with 3 units proposed to be affordable in the “Very Low” income range. Additionally, 4 homes are proposed to be ADA accessible. Of the 57 homes, 18 are considered duplexes under the building code and thus exempt from the 10% accessibility calculation provision. The proposed townhomes would range in size from approximately 1,200-1,800 square feet (sf) and include 2 to 4 bedrooms. The project would include two garage spaces per unit plus approximately 13 guest spaces for a total of 127 parking spaces. Access to the residential area would be provided via two driveways. The primary driveway allowing both left and right turn movements would be located off Avenida Del Vista. The secondary driveway would be off Via Del Rio and allow right-in, right-out turning movements only.
The project would provide a total of approximately 17,793 sf of open space area, including approximately 6,858 sf of private open space, and approximately 10,935 sf of common open space area. The common open space area amenities would include features such as decorative walkways, gathering spaces, a BBQ area with shaded seating, a tot lot, passive lawn areas, and bicycle parking. The private open space areas would consist of patios and deck/balconies available to each unit.
5 Peters Canyon Road, Suite 310 | Irvine, CA
The project does not propose any off-site improvements or modifications. Thus, it is assumed that all study area roadway facilities and intersections would remain the same with the implementation of the project.
The project will update perimeter street lighting and fire hydrants to bring the area into conformance with the City’s current standards.
The existing cell tower facilities are proposed to remain in place, however the access to the facilities and associated easements would be updated to encompass all structures and provide a single point of access from Avenida Del Vista and adjust any gates into the structure to come from the north side. Coordination with the carriers and tower owners is underway to update the legal documents associated with this.
Meritage Homes believes that the housing proposed by this project provides the type of workforce housing that is desperately needed in the region and throughout the state. We are excited for the opportunity to bring this project to the City of Corona and look forward to working with City staff to get this approved.
Sincerely,
Louisa Feletto
Forward Planning Manager
MLC Holdings, Inc.
5 Peters Canyon Road, Suite 310 | Irvine, CA
August 12, 2025
Sandra Vanian, Planning Manager
Brendan Dalde, Assistant Planner
City of Corona, Planning and Development Department
400 South Vicentia Avenue
Corona, CA 92882
Re: Affordable Housing Narrative
Dear Ms. Vanian & Mr. Dalde,
Meritage Homes is pleased to submit Via Del Rio, a proposed for-sale residential community located in the City’s West Ontario neighborhood. Meritage Homes has entered into a contract with Ingles La Sendra, Inc to purchase approximately 2.87 acres of land located at 1717 Via Del Rio (APN 103-200-088 and 103-200-089).
The proposed project consists of 57 three-story for-sale townhomes with a density of 19.86 dwelling units per acre. Proposed homes range from approximately 1,200 – 1,800 square feet with two to four bedrooms.
The proposed project would also include grading of the site, installation of water, sewer, and water quality infrastructure, as well as private drives and amenities.
The property maintains a general plan designation of “High Density Residential” and a zoning designation of “R3 – Multiple-Family Residential” which allows for the development of a residential project up to 36 dwelling units per acre. This is consistent with other properties to the northeast of the site.
Of the 57 homes, three homes (5.3%) are proposed to be affordable at a “Very Low” income level. The development would utilize the following incentive/concession and waivers:
• Concession 1: Rule 20 requirement for overhead to underground conversion of utility lines along Via Del Rio. This rule requires the undergrounding of all overhead utilities, except for cables greater than 32k volts. The project proposes to leave overhead lines within the public right of way in place.
The cost of undergrounding the lines along Via Del Rio would not be a straightforward effort based on current pole locations, local services, and transformer locations. As such, the anticipated cost of that work effort would be $815,000 plus additional costs related to private homeowner coordination needed to place a new pole in the rear yard of the home at 1801 Bern Drive, Corona, CA. By eliminating this requirement, the project can support the inclusion of three affordable units on site and achieve the proposed density. It should be noted that due to construction conflicts, the project will underground the lower telecommunication lines between the power pole at the western property line and the pole closest to the intersection of Via Del Rio and Avenida Del Vista along the property’s frontage. No lines crossing Via Del Rio to the south or crossing Avenida Del Vista to the east will be touched.
• Waiver 1: Chapter 17.24.200(B) Recreation Facilities. This code item requires an indoor recreation facility for projects with more than 20 dwelling units. The project proposes to waive this requirement in its entirety. The project proposes to eliminate the indoor recreation space requirement as constructing this space would preclude the development from achieving the proposed density on site.
5 Peters Canyon Road, Suite 310 | Irvine, CA
• Waiver 2: Chapter 17.82.030(A)(2)(a)(1) Front Yard. This code item requires a minimum 20 feet for the front setback. The project proposes a reduced front setback to a minimum 18 feet. By reducing the front yard setback, the project can provide larger drive aprons to accommodate the City’s required water meters per Standard Drawing 408 and achieve the proposed density on site. • Waiver 3: Chapter 17.82.030(A)(2)(a)(3) Street Side Yard. This code item requires a minimum 15 feet for the street side setback. The project proposes a reduced street side setback to a minimum 13 feet. By reducing the street side yard setback, the project can provide larger drive aprons to accommodate the City’s required water meters per Standard Drawing 408 and achieve the proposed density on site.
• Waiver 4: Chapter 17.82.030(A)(2)(a)(5) Building Separation. This code item requires a minimum separation of 25 feet for three story buildings. The project proposes to reduce the building separation to a minimum 18 feet. This reduced separation is at “pinch point” areas between Buildings 4 and 5 (18’ separation) and Buildings 4 and 6 (22’ separation) on site (a front to side condition). The separation minimum would still meet the requirements of the California Building Code. By reducing the minimum building separation, the project can achieve the proposed density on site.
• Utilization of parking ratios as described in the Density Bonus Law found in subdivision (p) of California Government Code Sections 65915 – 65918. The reduction of parking requires one and one-half onsite parking spaces for two- and three-bedroom homes, and two and one-half onsite parking spaces for four- or more bedroom homes.
The project will require a Conditional Use Permit (CUP2024-0003) for the proposed condominium use as well as a Tentative Tract Map (TTM2024-0002) and Affordable Housing And Density Bonus Agreement (AHDB2024-0001). The tentative tract map will include revising easements for existing cell tower facilities on the property.
Meritage Homes believes that the housing proposed by this project provides the type of workforce housing that is desperately needed in the region and throughout the state. We are excited for the opportunity to bring this project to the City of Corona and look forward to working with City staff to get this approved.
Sincerely,
Louisa Feletto
Forward Planning Manager
MLC Holdings, Inc.
VIA DEL RIO
(DPR2023-0029)
FOCUSED TRAFFIC STUDY
Reference Number Agency Date
15701-04 FTS Report City of Corona June 28, 2024
PREPARED BY: Charlene So, PE | [email protected]
Jared Brawner | [email protected]
Via Del Rio Focused Traffic Study
15701-04 FTS Report
ii
TABLE OF CONTENTS
Table of Contents ............................................................................................................................................... ii Appendices......................................................................................................................................................... iv List of Exhibits..................................................................................................................................................... v List of Tables ...................................................................................................................................................... vi List of Abbreviated Terms ............................................................................................................................... vii 1 Introduction............................................................................................................................................... 1
1.1 Summary of Findings ...............................................................................................................................................1
1.2 Project Overview.......................................................................................................................................................1
1.3 Analysis Scenarios .....................................................................................................................................................4
1.4 Study Area ....................................................................................................................................................................5
1.5 Deficiencies ..................................................................................................................................................................7
1.6 Recommendations ....................................................................................................................................................9 2 Methodologies ........................................................................................................................................13
2.1 Level of Service........................................................................................................................................................ 13
2.2 Intersection Capacity Analysis........................................................................................................................... 13
2.3 Traffic Signal Warrant Analysis Methodology ............................................................................................ 15
2.4 Minimum Acceptable Levels of Service (LOS)............................................................................................ 16
2.5 Deficiency Criteria.................................................................................................................................................. 17
2.6 Project Fair Share Calculation Methodology .............................................................................................. 17 3 Area Conditions ......................................................................................................................................19
3.1 Existing Circulation Network ............................................................................................................................. 19
3.2 City of Corona General Plan Circulation Elements .................................................................................. 19
3.3 Bicycle & Pedestrian Facilities............................................................................................................................ 24
3.4 Transit Service.......................................................................................................................................................... 24
3.5 Existing (2024) Traffic Counts........................................................................................................................... 24
3.6 Existing (2024) Intersection Operations Analysis ..................................................................................... 28
3.7 Existing (2024) Traffic Signal Warrants Analysis ....................................................................................... 28 4 Projected Future Traffic .........................................................................................................................31
4.1 Project Trip Generation ....................................................................................................................................... 31
4.2 Project Trip Distribution...................................................................................................................................... 32
4.3 Modal Split................................................................................................................................................................. 32
4.4 Project Trip Assignment....................................................................................................................................... 35
4.5 Background Traffic................................................................................................................................................. 35
4.6 Cumulative Development Traffic..................................................................................................................... 35
4.7 Near-Term Traffic Conditions........................................................................................................................... 42 5 E+P Traffic Conditions............................................................................................................................43
5.1 Roadway Improvements ..................................................................................................................................... 43
5.2 E+P Growth Traffic Volume Forecasts.......................................................................................................... 43
5.3 Intersection Operations Analysis..................................................................................................................... 43
Via Del Rio Focused Traffic Study
15701-04 FTS Report
iii
5.4 Traffic Signal Warrants Analysis ....................................................................................................................... 46
5.5 Deficiencies and Improvements....................................................................................................................... 46 6 Opening Year Cumulative (2027) Traffic Conditions..........................................................................47
6.1 Roadway Improvements ..................................................................................................................................... 47
6.2 Opening Year Cumulative (2027) Without Project Growth Traffic Volume Forecasts............ 47
6.3 Opening Year Cumulative (2027) With Project Growth Traffic Volume Forecasts................... 47
6.4 Intersection Operations Analysis..................................................................................................................... 52
6.5 Traffic Signal Warrants Analysis ....................................................................................................................... 52
6.6 Deficiencies and Improvements....................................................................................................................... 52 7 Local and Regional Funding Mechanisms...........................................................................................55
7.1 City of Corona Development Impact Fee (DIF) Program...................................................................... 55
7.2 Transportation Uniform Mitigation Fee (TUMF) Program .................................................................... 55
7.3 Fair Share Contribution........................................................................................................................................ 55 8 References...............................................................................................................................................57
Via Del Rio Focused Traffic Study
15701-04 FTS Report
iv
APPENDICES
Appendix 1.1: Approved Traffic Study Scoping Agreement
Appendix 1.2: Site Adjacent Queues
Appendix 3.1: Traffic Counts – April 2024
Appendix 3.2: Existing (2024) Conditions Intersection Operations Analysis Worksheets Appendix 3.3: Existing (2024) Conditions Traffic Signal Warrant Analysis Worksheets Appendix 5.1: E+P Conditions Intersection Operations Analysis Worksheets Appendix 5.2: E+P Conditions Traffic Signal Warrant Analysis Worksheets Appendix 5.3: E+P Conditions Intersection Operations Analysis Worksheets With Improvements Appendix 6.1: Opening Year Cumulative (2027) Without Project Conditions Intersection Operations Analysis Worksheets
Appendix 6.2: Opening Year Cumulative (2027) With Project Conditions Intersection Operations Analysis Worksheets
Appendix 6.3: Opening Year Cumulative (2027) Without Project Conditions Traffic Signal Warrant Analysis Worksheets
Appendix 6.4: Opening Year Cumulative (2027) With Project Conditions Traffic Signal Warrant Analysis Worksheets
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
v
LIST OF EXHIBITS
Exhibit 1-1: Location Map.................................................................................................................................. 2 Exhibit 1-2: Preliminary Site Plan ..................................................................................................................... 3 Exhibit 1-3: Study Area....................................................................................................................................... 6 Exhibit 1-4: Site Access Recommendations .................................................................................................10 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls.............................................20 Exhibit 3-2: City of Corona General Plan Circulation Element....................................................................21 Exhibit 3-3: City of Corona General Plan Roadway Cross-Sections (Page 1 of 2).....................................22 Exhibit 3-3: City of Corona General Plan Roadway Cross-Sections (Page 2 of 2).....................................23 Exhibit 3-4: City of Corona General Plan Existing and Proposed Bike Trails............................................25 Exhibit 3-5: Existing Pedestrian Facilities ......................................................................................................26 Exhibit 3-6: Existing Transit Routes................................................................................................................27 Exhibit 3-7: Existing (2024) Traffic Volumes..................................................................................................29 Exhibit 4-1: Project Trip Distribution..............................................................................................................33 Exhibit 4-2: Project Only Traffic Volumes......................................................................................................36 Exhibit 4-3: Cumulative Development Location Map ..................................................................................38 Exhibit 4-4: Cumulative Only Traffic Volumes ..............................................................................................39 Exhibit 5-1: E+P Traffic Volumes.....................................................................................................................44 Exhibit 6-1: Opening Year Cumulative (2027) Without Project Traffic Volumes ......................................48 Exhibit 6-2: Opening Year Cumulative (2027) With Project Traffic Volumes ............................................50
Via Del Rio Focused Traffic Study
15701-04 FTS Report
vi
LIST OF TABLES
Table 1-1: Intersection Analysis Locations ...................................................................................................... 5 Table 1-2: Summary of Intersection LOS........................................................................................................ 8 Table 1-3: Summary of Improvements by Analysis Scenario.....................................................................11 Table 1-4: Summary of Peak Hour Queues .................................................................................................12 Table 2-1: Signalized Intersection LOS Thresholds......................................................................................14 Table 2-2: Unsignalized Intersection LOS Thresholds .................................................................................15 Table 3-1: Intersection Analysis for Existing (2024) Conditions .................................................................28 Table 4-1: Existing Trip Generation Summary..............................................................................................31 Table 4-2: Proposed Project Trip Generation Summary .............................................................................32 Table 4-3: Trip Generation Comparison........................................................................................................32 Table 4-4: Cumulative Development Land Use Summary ..........................................................................41 Table 5-1: Intersection Analysis for E+P Conditions ....................................................................................43 Table 5-2: Intersection Analysis for E+P Conditions With IMprovements ................................................46 Table 6-1: Intersection Analysis for Opening Year Cumulative (2027) Conditions ..................................52 Table 6-2: Intersection Analysis for Opening Year Cumulative (2027) Conditions With Improvements 53 Table 7-1: Project Fair Share Calculations....................................................................................................55
Via Del Rio Focused Traffic Study
15701-04 FTS Report
vii
LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
CA MUTCD California Manual on Uniform Traffic Control Devices Caltrans California Department of Transportation
CMP Congestion Management Program
DIF Development Impact Fee
E+P Existing plus Project
FTS Focused Traffic Study
HCM Highway Capacity Manual
ITE Institute of Transportation Engineers
LOS Level of Service
MD Mid-Day
PHF Peak Hour Factor
Project Via Del Rio
RCTC Riverside County Transportation Commission
RTA Riverside Transit Agency
TUMF Transportation Uniform Mitigation Fee
v/c Volume-to-Capacity
vphgpl Vehicles per Hour Green per Lane
WRCOG Western Riverside Council of Governments
Via Del Rio Focused Traffic Study
15701-04 FTS Report
viii
This Page Intentionally Left Blank
Via Del Rio Focused Traffic Study
15701-04 FTS Report
1 1 INTRODUCTION
This report presents the results of the Focused Traffic Study (FTS) for Via Del Rio (Project), which is located on the northeast corner of Via Del Rio and Avenida Del Vista in the City of Corona, as shown in Exhibit 1-1. The purpose of this FTS is to evaluate the potential circulation system deficiencies that may result from the development of the proposed Project, and where necessary recommend improvements to achieve acceptable operations consistent with General Plan level of service goals and policies. This traffic study has been prepared in accordance with the City of Corona’s Traffic Impact Study Guidelines and consultation with City staff during the traffic study scoping process. (1) The Cityapproved Project Traffic Study Scoping Agreement is provided in Appendix 1.1 of this TA.
1.1 SUMMARY OF FINDINGS
The development of the proposed Project will not require the construction of any off-site intersection improvements to maintain acceptable peak hour operations at the study area intersections. However, the Project will still participate in contributing its proportional share to off-site regional improvements through the payment of the City’s Development Impact Fees (DIF) and the Western Riverside Council of Governments (WRCOG) Transportation Uniform Mitigation Fee (TUMF). Although it is unlikely the County would implement a signal at the intersection of Via Del Rio and Paseo Grande, the FTA identifies the Project should contribute its fair share contribution of 4.3 percent towards the installation of a future traffic signal, or other future traffic control improvement (an alternative would be a roundabout). The Project is to construct the following improvements as design features in conjunction with development of the site:
• Project to construct a stop control for both egress points (Driveway 1 and Driveway 2). Driveway 1 on Via Del Rio will be restricted to right-in/right-out access only. Driveway 2 on Avenida Del Vista will allow for full turning movements (no turn restrictions).
• The Project fronting roadways of Avenida Del Vista and Via Del Rio are currently constructed to their ultimate General Plan roadway classification. However, the Project will construct site adjacent improvements to curb-and-gutter, sidewalks, and landscaping per the City’s Standards, wherever necessary to accommodate site access.
Additional details and intersection lane geometrics are provided in Section 1.6 Recommendations of this report.
1.2 PROJECT OVERVIEW
The site is currently occupied by Iglesia Reformada La Senda, a 300-seat church which also operates a religious radio station and a day care on-site. The Project is proposed to consist of the development of 54 market-rate townhome units and 3 affordable units on approximately 2.8 acres. A preliminary site plan for the proposed Project is shown in Exhibit 1-2. Access to the Project site will be accommodated to Avenida Del Vista via a full access driveway and restricted access on Via Del Rio that will be limited to right-in/right-out access only. Regional access to the Project site is available from the SR-91 Freeway via Sixth Street to Paseo Grande. Exhibit 1-2 depicts the location of the proposed Project in relation to the existing roadway network and the study area intersections. The Project is proposed to be developed in a single phase with an anticipated Opening Year of 2027.
1 Å91
EXHIBIT 1-1 : LOCATION MAP
N
SITE
Via Del Rio Avenida Del Vista
Paseo Grande Kirkwood Dr.
Via Santiago
6th St.
Border Ave.
Via Del Rio Focused Traffic Study
2 EXHIBIT 1-2 : SITE PLAN
N
Via Del Rio
Avenida Del Vista
Via Del Rio Focused Traffic Study
Beryl Ln.
Dwy. 2
Dwy. 1
3 Via Del Rio Focused Traffic Study
15701-04 FTS Report
4 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) for the Multifamily (Low-Rise) Residential land use category (ITE Land Use Code 220) and Affordable Homes (ITE Land use Code 223) have been utilized. (2) The Project is anticipated to generate a total of 378 two-way trip-ends per day with 22 AM peak hour trips, 24 Mid-Day (MD) peak hour trips, and 29 PM peak hour trips. The assumptions and methods used to estimate the Project’s trip generation characteristics are discussed in greater detail in Section 4.1 Project Trip Generation of this report.
1.3 ANALYSIS SCENARIOS
For the purposes of this traffic study, potential deficiencies to traffic and circulation have been assessed for each of the following conditions:
• Existing (2024)
• Existing plus Project (E+P)
• Opening Year Cumulative (2027) Without Project
• Opening Year Cumulative (2027) With Project
1.3.1 EXISTING (2024) CONDITIONS
Information for Existing (2024) conditions is disclosed to represent the baseline traffic conditions as they existed at the time this report was prepared.
1.3.2 E+P CONDITIONS
The E+P analysis determines any potential circulation system deficiencies that would occur on the existing roadway system in the scenario of the Project being placed upon Existing conditions.
1.3.3 OPENING YEAR CUMULATIVE (2027) CONDITIONS
The Opening Year Cumulative (2027) conditions analysis determines the potential near-term cumulative circulation system deficiencies. To account for background traffic growth, traffic associated with other known cumulative development projects in conjunction with an ambient growth from Existing (2024) conditions of 6.12% is included for Opening Year Cumulative (2027) traffic conditions. This comprehensive list was compiled from information provided by both the City of Corona and County of Riverside and is consistent with other recent studies in the study area.
4 Via Del Rio Focused Traffic Study
15701-04 FTS Report
5 1.4 STUDY AREA
To ensure that this TA satisfies the City of Corona’s traffic study requirements, Urban Crossroads, Inc. prepared a Project traffic study scoping package for review by City of Corona staff prior to the preparation of this report. This agreement provides an outline of the Project study area, trip generation, trip distribution, and analysis methodology. The agreement approved by the City is included in Appendix 1.1 of this TA.
TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
The 5 study area intersections shown in Exhibit 1-3 and listed in Table 1-1 were selected for evaluation in this TA based on consultation with City of Corona staff. At a minimum, the study area includes intersections where the Project is anticipated to contribute 50 or more peak hour trips per the City’s traffic study guidelines. (1) The “50 peak hour trip” criteria represent a minimum number of trips at which a typical intersection would have the potential to be substantively affected by a given development proposal. The 50 peak hour trip criterion is a traffic engineering rule of thumb that is accepted and widely used within the City of Corona and throughout Riverside County for estimating a potential area of influence (i.e., study area).
The intent of a Congestion Management Program (CMP) is to directly link land use, transportation, and air quality, thereby prompting reasonable growth management programs that will effectively utilize new transportation funds, alleviate traffic congestion and related deficiencies, and improve air quality. The County of Riverside CMP became effective with the passage of Proposition 111 in 1990 and was most recently updated in 2019 as part of the Riverside County Long Range Transportation Study. The Riverside County Transportation Commission (RCTC) adopted the 2019 CMP for the County of Riverside in December 2019. (3) There are no study area intersections identified as a Riverside County CMP facility, as shown in Table 1-1.
ID Intersection Jurisdiction CMP?
1 Via Del Rio & Paseo Grande City of Corona No
2 Via Del Rio & Kirkwood Dr. City of Corona No
3 Via Del Rio & Driveway 1 City of Corona No
4 Via Del Rio & Avenida Del Vista City of Corona No
5 Driveway 2 & Avenida Del Vista City of Corona No
5 SITE
EXHIBIT 1-3 : STUDY AREA
= Existing Intersection Analysis Location
LEGEND:
0 = Future Intersection Analysis Location
0 N
3 1
2 4
5 Via Del Rio Focused Traffic Study
Via Del Rio Avenida Del Vista Paseo Grande
Kirkwood Dr.
Via Bernardo
6 Via Del Rio Focused Traffic Study
15701-04 FTS Report
7 1.5 DEFICIENCIES
This section provides a summary of deficiencies by analysis scenario. Section 2 Methodologies provides information on the methodologies used in the analysis and Section 3 Area Conditions, Section 5 E+P Traffic Conditions and Section 6 Opening Year Cumulative (2027) Conditions include the detailed analysis.
A summary of Level of Service (LOS) results for all analysis scenarios is presented in Table 1-2.
1.5.1 EXISTING (2024) CONDITIONS
The intersection operations analysis results are summarized in Table 1-2, which indicates that the existing study area intersections are currently operating at an acceptable LOS during the peak hours, with the exception of the following intersection:
• Via Del Rio & Paseo Grande (#1) – LOS E AM peak hour only 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 hours due to the proximity of existing schools to the study area (Coronita Elementary School, Cesar Chavez Academy, and Corona High School).
1.5.2 E+P CONDITIONS
With the addition of Project traffic, the study area intersections will continue to operate at an acceptable LOS during the peak hours under Existing plus Project (E+P) traffic conditions with the exception of the intersection of Via Del Rio and Paseo Grande which will continue to operate at LOS E during the AM peak hour only.
1.5.3 OPENING YEAR CUMULATIVE (2027) CONDITIONS
The intersection of Via Del Rio and Paseo Grande is anticipated to operate at an unacceptable LOS during both the AM and the MD peak hours under both Opening Year Cumulative (2027) Without and With Project traffic conditions. The deficiency is due to the heavier traffic flows that occur over 20 to 30 minutes during the morning drop-off and afternoon pick-up timeframe.
7 TABLE 1-2 : SUMMARY OF INTERSECTION LOS
Via Del Rio Focused Traffic Study
= A-D
LEGEND:
= E
= F
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
Existing Existing+Project 2027 Without Project
AM MD PM AM MD PM AM MD PM
N/A N/A N/A
N/A N/A N/A
N/A N/A N/A
N/A N/A N/A
8 Via Del Rio Focused Traffic Study
15701-04 FTS Report
9 1.6 RECOMMENDATIONS
The following recommendations are based on the minimum improvements needed to accommodate site access and maintain acceptable peak hour operations for the proposed Project. The site adjacent recommendations are shown in Exhibit 1-4.
1.6.1 SITE ADJACENT AND SITE ACCESS RECOMMENDATIONS
Recommendation 1 – Driveway 1 & Via Del Rio (#1) – The following improvements are necessary to accommodate site access:
• Project to install a stop control on the westbound approach (Project driveway) and construct a right turn lane. Driveway 1 is to be restricted to right-in/right-out access only. A dedicated northbound right-turn pocket is not necessary at Driveway 1 since traffic volume for the movement would be no more than 2 vehicles during the peak hours.
Recommendation 2 – Avenida Del Vista & Driveway 2 (#3) – The following improvements are necessary to accommodate site access:
• Project to install a stop control on the southbound approach (Project driveway) and construct a shared left-right turn lane. A dedicated westbound right-turn pocket is not necessary at Driveway 2 to accommodate inbound Project traffic since the traffic volume for the movement would be no more than 1 vehicle during the peak hours.
Both Via Del Rio and Avenida Del Vista are currently built to their ultimate cross-sections per the City’s General Plan. Roadway, curb and gutter, sidewalk, and landscaping improvements necessary to facilitate site access along the east side of Via Del Rio and on the north side of Avenida Del Vista shall be made as required by the final Conditions of Approval for the Project and the City of Corona standards (as needed to facilitate site access).
1.6.2 OFF-SITE RECOMMENDATIONS
The development of the proposed Project is anticipated to result in one peak hour intersection deficiency at the study area intersection of Via Del Rio and Paseo Grande. The recommended improvements needed to address the deficiencies identified under E+P and Opening Year Cumulative (2027) traffic conditions are shown in Table 1-3. Improvements that appear under EAP (2027) would be the Project’s responsibility to implement/construct in order to maintain acceptable LOS. For those remaining improvements listed in Table 1-3 and not constructed as part of the Project, the Project Applicant’s responsibility for the Project’s contributions towards deficient intersections is fulfilled through payment of fair share (4.3 percent) and payment of fees (if applicable) that would be assigned to construction of the identified recommended improvements. The Project Applicant would be required to pay fair share fees and participate in pre-existing fee programs consistent with the City’s requirements (see Section 7 Local and Regional Funding Mechanisms).
9 SITE
EXHIBIT 1-3 : SITE ACCESS RECOMMENDATIONS
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 = Existing Intersection Analysis Location
LEGEND:
= Future Intersection Analysis Location
= Existing All Way Stop
= Existing Stop Sign
= Existing Lane
= Stop Sign Improvement
= Lane Improvement
S
0 0
S
= Existing Traffic Signal
10 Via Del Rio Focused Traffic Study
15701-04 FTS Report
11 TABLE 1-3: SUMMARY OF IMPROVEMENTS BY ANALYSIS SCENARIO E+P 2027 With Project
1 Via Del Rio & Paseo Grande County - Install Traffic Signal4 - Same4 No Fair Share 5.8% 1 Improvements included in TUMF Nexus or City DIF programs have been identified as such. 2 Program improvements constructed by Project may be eligible for fee credit. In lieu fee payment is at discretion of City. 3 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.
Represents the fair share percentage for the Project during the most impacted peak hour. Identifies the Project's responsibility to construct an off-site improvement, contribute fair share, or fee payment towards the improvements shown. If identified as a Project construct obligation/in a fee program, then no fair share percentage has been identified. # Intersection Location Jurisdiction
Improvements in City
DIF, TUMF, etc.1
Project
Responsibility2
Project Fair
Share3
11 Via Del Rio Focused Traffic Study
15701-04 FTS Report
12 1.6.3 QUEUING ANALYSIS
A queuing analysis was conducted at the study area intersections for Opening Year Cumulative (2027) With Project traffic conditions to determine the turn pocket lengths necessary to accommodate 95th percentile queues. The analysis was conducted for the weekday AM, weekday MD, and weekday PM peak hours. The results have been provided in Appendix 1.2 and summarized in Table 1-4. Based on the results of the queuing analysis, no queuing issues are anticipated at the Project driveway intersections. SimTraffic is designed to model networks of signalized and unsignalized intersections, with the primary purpose of checking and fine-tuning signal operations. SimTraffic uses the input parameters from Synchro to generate random simulations. The 95th percentile queue is derived from the average queue plus 1.65 standard deviations. The 95th percentile queue is not necessarily ever observed; it is simply based on statistical calculations (or Average Queue plus 1.65 standard deviations). Many agencies utilize the 95th percentile queues for design purposes. A vehicle is considered queued whenever it is traveling at less than 10 feet/second. The random simulations generated by SimTraffic have been utilized to determine the 95th percentile queue lengths observed for each turn movement. A SimTraffic simulation has been recorded five (5) times, during the weekday AM and weekday PM peak hours, and has been seeded for 30-minute periods with 60-minute recording intervals.
TABLE 1-4: SUMMARY OF PEAK HOUR QUEUES
AM MD PM
Via Del Rio & Driveway 1 SBT 200 15 13 11 Yes Yes Yes
WBR 100 24 15 27 Yes Yes Yes
Via Del Rio & Avenida Del Vista NBL 90 36 52 41 Yes Yes Yes NBT 720 151 68 70 Yes Yes Yes
NBT/R 720 208 112 106 Yes Yes Yes
SBL 80 65 68 45 Yes Yes Yes
SBT 130 75 59 74 Yes Yes Yes
SBT/R 600 71 100 87 Yes Yes Yes
EBL 130 75 50 46 Yes Yes Yes
EBT/R 130 94 68 78 Yes Yes Yes
WBL 110 55 58 36 Yes Yes Yes
WBT/R 200 110 125 99 Yes Yes Yes
Driveway 2 & Avenida Del Vista SBL/R 100 32 30 25 Yes Yes Yes EBL/T 200 9 16 11 Yes Yes Yes
WBT/R 260 4 0 0 Yes Yes Yes
1 Stacking Distance is acceptable if the required stacking distance is less than or equal to the stacking distance provided. An additional 25 feet of stacking which is assumed to be provided in the transition for turn pockets is reflected in the stacking distance shown on this table, where applicable.
Intersection Movement
Available Stacking
Distance (Feet)
95th Percentile Queue (Feet) Acceptable? 1
AM Peak MD Peak PM Peak
12 Via Del Rio Focused Traffic Study
15701-04 FTS Report
13 2 METHODOLOGIES
This section of the report presents the methodologies used to perform the traffic analyses summarized in this report. The methodologies described are consistent with City of Corona’s Traffic Study Guidelines.
2.1 LEVEL OF SERVICE
Traffic operations of roadway facilities are described using the term “Level of Service” (LOS). LOS is a qualitative description of traffic flow based on several factors, such as speed, travel time, delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A, representing completely free-flow conditions, to LOS F, representing a breakdown in flow resulting in stop-and-go conditions.
LOS E represents operations at or near capacity, an unstable level where vehicles are operating with the minimum spacing for maintaining uniform flow.
2.2 INTERSECTION CAPACITY ANALYSIS
The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic signals and other traffic control devices) differ slightly depending on the type of traffic control. The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway. The 7th Edition Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay time for the various intersection approaches. (4) The HCM uses different procedures depending on the type of intersection control.
2.2.1 SIGNALIZED INTERSECTIONS
The City of Corona requires signalized intersection operations analysis based on the methodology described in the HCM. (4) Intersection LOS operations are based on an intersection’s average control delay. Control delays include initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. For signalized intersections, LOS is related to the average control delay per vehicle and is correlated to a LOS designation as described in Table 2-1.
13 Via Del Rio Focused Traffic Study
15701-04 FTS Report
14 TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS
Source: HCM, 7th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.
Consistent with the Riverside County CMP and City of Corona traffic study guidelines, a saturation flow rate of 1,900 vehicles per hour green per lane (vphgpl) has been utilized for all intersections for all scenarios.
The traffic modeling and signal timing optimization software package Synchro (Version 12) has been utilized to analyze signalized intersections. Synchro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis as specified in the HCM. Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections. Equations are used to determine measures of effectiveness such as delay and queue length. The level of service and capacity analysis performed by Synchro takes into consideration optimization and coordination of signalized intersections within a network.
The peak hour traffic volumes have been adjusted using a peak hour factor (PHF) to reflect peak 15- minute volumes. Customary practice for LOS analysis is to use a peak 15-minute rate of flow.
However, flow rates are typically expressed in vehicles per hour. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume (e.g., PHF = [Hourly Volume] / [4 x Peak 15- minute Flow Rate]). The use of a 15-minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour. Existing PHFs have been used for all analysis scenarios. Per the HCM, PHF values over 0.95 often are indicative of high traffic volumes with capacity constraints on peak Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Operations with very low delay occurring with favorable progression and/or short cycle length.
0 to 10.00 A
Operations with low delay occurring with good progression and/or short cycle lengths.
10.01 to 20.00 B
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual cycle failures begin to appear.
20.01 to 35.00 C
Operations with longer delays due to a combination of
unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.
35.01 to 55.00 D
Operations with high delay values indicating poor
progression, long cycle lengths, and high V/C ratios.
Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay.
55.01 to 80.00 E
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or very long cycle lengths.
80.01 and up F
14 Via Del Rio Focused Traffic Study
15701-04 FTS Report
15 hour flows while lower PHF values are indicative of greater variability of flow during the peak hour. (4)
2.2.2 UNSIGNALIZED INTERSECTIONS
The City of Corona requires the operations of unsignalized intersections be evaluated using the methodology described in the HCM. (4) The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 2-2). At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. Delay for the intersection is reported for the worst individual movement at a two-way stop-controlled intersection. For all-way stop controlled intersections, LOS is computed for the intersection as a whole (average delay).
TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS
Source: HCM, 7th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.
2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY
The term “signal warrants” refers to the list of established criteria used by the California Department of Transportation (Caltrans) and other public agencies to quantitatively justify or determine the potential need for installation of a traffic signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest edition of the Caltrans California Manual on Uniform Traffic Control Devices (CA MUTCD). (5)
The signal warrant criteria for Existing study area intersections are based upon several factors, including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas. The CA MUTCD indicates that the installation of a traffic signal should be considered if one or more of the signal warrants are met. (5) Specifically, this TA utilizes the Peak Hour Volume-based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic conditions and for all future analysis scenarios for existing unsignalized intersections. Warrant 3 is appropriate to use for this TA because it provides specialized warrant criteria for intersections with rural characteristics. For the purposes of this FTS, the speed limit was the basis for determining whether Urban or Rural warrants were used for a given intersection. Urban warrants are used where posted speed limits on the major roadways with unsignalized intersections are 40 miles per hour or below and rural warrants where speeds exceed 40 miles per hour.
Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Little or no delays. 0 to 10.00 A
Short traffic delays. 10.01 to 15.00 B
Average traffic delays. 15.01 to 25.00 C
Long traffic delays. 25.01 to 35.00 D
Very long traffic delays. 35.01 to 50.00 E
Extreme traffic delays with intersection capacity exceeded. > 50.00 F
15 Via Del Rio Focused Traffic Study
15701-04 FTS Report
16 Future intersections that do not currently exist have been assessed regarding the potential need for new traffic signals based on future average daily traffic (ADT) volumes, using the Caltrans planning level ADT-based signal warrant analysis worksheets. Similarly, the speed limit has been used as the basis for determining the use of Urban and Rural warrants. Traffic signal warrant analyses were performed for all study area intersections (for existing and future traffic conditions).
The Existing conditions traffic signal warrant analysis is presented in the subsequent section, Section 3 Area Conditions of this report. The traffic signal warrant analyses for future conditions are presented in Section 5 E+P Conditions and Section 6 Opening Year Cumulative (2027) Traffic Conditions of this report.
It is important to note that a signal warrant defines the minimum condition under which the installation of a traffic signal might be warranted. Meeting this threshold condition does not require that a traffic control signal be installed at a particular location, but rather, that other traffic factors and conditions be evaluated in order to determine whether the signal is truly justified. It should also be noted that signal warrants do not necessarily correlate with LOS. An intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant.
2.4 MINIMUM ACCEPTABLE LEVELS OF SERVICE (LOS)
Per the City of Corona General Plan, intersections should maintain LOS D or better on arterial streets in the City. (6) Considerations for LOS exemption includes lack of available right-of-way, environmental constraints, or other modes of travel (such as bicycle or pedestrians).
Key locations identified for LOS exemption are:
• Green River Road at SR-91;
• Lincoln Avenue at SR-91;
• Main Street at SR-91;
• Sixth Street, between East Grand Boulevard and West Grand Boulevard; • McKinley Avenue at SR-91;
• Hidden Valley Parkway at I-15;
• Magnolia Avenue at I-15;
• Ontario Avenue at I-15;
• El Cerrito Road at I-15;
• Cajalco Road at I-15;
• Weirick Road at I-15; and
• Other locations, as approved by the City.
For the purposes of this traffic analysis, LOS D has been utilized as the acceptable LOS standard for study area intersections.
16 Via Del Rio Focused Traffic Study
15701-04 FTS Report
17 2.5 DEFICIENCY CRITERIA
This section outlines the methodology used in this analysis related to identifying circulation system deficiencies. The following deficiency criteria have been utilized. To determine whether the addition of project-related traffic at a study intersection would result in a deficiency, the following will be utilized:
• A deficiency occurs at study area intersections if the pre-Project condition is at or better than LOS D (i.e., acceptable LOS), and the addition of project trips causes the peak hour LOS of the study area intersection to operate at unacceptable LOS (i.e., LOS E or F). For intersections currently operating at unacceptable LOS (LOS E or F), a deficiency will occur if the Project contributes peak hour trips to pre-project traffic conditions.
2.6 PROJECT FAIR SHARE CALCULATION METHODOLOGY
Improvements found to be included in the TUMF and/or DIF fee program will be identified as such. For improvements that do not appear to be in either of the pre-existing fee programs, a fair share contribution based on the Project’s proportional share may be imposed in order to address the Project’s share of deficiencies in lieu of construction. It should be noted that fair share calculations are for informational purposes only and the City Traffic Engineer will determine the appropriate improvements to be implemented by a project (to be identified in the conditions of approval). The Project’s fair share contribution is determined based on the following equations, consistent with the City’s traffic study guidelines:
17 Via Del Rio Focused Traffic Study
15701-04 FTS Report
18 This Page Intentionally Left Blank
18 Via Del Rio Focused Traffic Study
15701-04 FTS Report
19 3 AREA CONDITIONS
This section provides a summary of the existing circulation network, the City of Corona General Plan Circulation Network, and a review of existing peak hour intersection operations and traffic signal warrant analyses.
3.1 EXISTING CIRCULATION NETWORK
Pursuant to the scoping agreement with City of Corona staff (Appendix 1.1), the study area includes a total of 3 existing and 2 future intersections as shown previously in Exhibit 1-3, where the Project is anticipated to contribute 50 or more peak hour trips. Exhibit 3-1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls.
3.2 CITY OF CORONA GENERAL PLAN CIRCULATION ELEMENTS
As noted previously, the Project site is located within the City of Corona. The roadway classifications and planned (ultimate) roadway cross-sections of the major roadways within the study area, as identified on City of Corona General Plan Circulation Element, are described subsequently. Exhibit 3- 2 shows the City of Corona General Plan Circulation Element and Exhibit 3-3 illustrates the City of Corona General Plan roadway cross-sections.
Secondary Streets are two-lane undivided roadways with a 68-foot right-of-way and 44-foot curb-tocurb measurement. The following study area roadways within the City of Corona are classified as Secondary Streets:
• Via Del Rio south of Paseo Grande
• Paseo Grande east of Via Del Rio
Collector Streets are two-lane undivided roadways with a 68-foot right-of-way and 44-foot curb-tocurb measurement. The following study area roadways within the City of Corona are classified as Collector Streets:
• Paseo Grande west of Via Del Rio
• Kirkwood Drive west of Via Del Rio
• Avenida Del Vista
19 SITE
EXHIBIT 3-1 : EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS 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 = Existing Intersection Analysis Location
LEGEND:
= Future Intersection Analysis Location
S = Existing All Way Stop
0 0
S
= Existing Traffic Signal
Future Intersection Future Intersection
2317
2318
2319
2317
2317
2317 2319
2 U
= Existing Lane
= Number of Lanes
= Undivided
2U
= Existing Stop Sign
2U
2U
2U
2U
4U
2U
2U
4U
20 15701_b.dwg EXHIBIT 3-2 : CITY OF CORONA GENERAL PLAN CIRCULATION ELEMENT Via Del Rio Focused Traffic Study SITE * Page 337 of 953
21 Via Del Rio Focused Traffic Study
15701-04 FTS Report
22 EXHIBIT 3-3: CITY OF CORONA GENERAL PLAN ROADWAY CROSS-SECTIONS (PAGE 1 OF 2)
22 Via Del Rio Focused Traffic Study
15701-04 FTS Report
23 EXHIBIT 3-3: CITY OF CORONA GENERAL PLAN ROADWAY CROSS-SECTIONS (PAGE 2 OF 2)
23 Via Del Rio Focused Traffic Study
15701-04 FTS Report
24 3.3 BICYCLE & PEDESTRIAN FACILITIES
Existing and proposed bike trails within the City of Corona are shown in Exhibit 3-4. Via Del Rio south of Avenida Del Vista and Avenida Del Vista are currently stopped and signed as an existing Class II bike facility within the study area. Class II bike lanes are on-street, striped, and signed bike lanes. Via Del Rio to the north of Avenida Del Vista is designated as a proposed Class III bicycle facility. Class III bike lanes are signed but not striped on-street bike lanes (shared with vehicular traffic). Exhibit 3-5 illustrates the existing pedestrian facilities, including sidewalks and crosswalks. As shown in Exhibit 3- 5, there are pedestrian and bicycle facilities within the vicinity of the Project site such as Class II bike lanes, crosswalks, and sidewalks. The intersections of Via Del Rio at both Kirkwood Drive and Avenida Del Vista are striped with enhanced school-zone crosswalks due to the proximity to Coronita Elementary School. In addition, Via Del Rio includes a reduced school-zone speed limit of 25 miles per hour. Pedestrian and bicycle activity have been captured as part of the existing data collection and are incorporated into the operations analysis.
3.4 TRANSIT SERVICE
The study area is currently served by Riverside Transit Agency (RTA). The transit services are illustrated in Exhibit 3-6. The closest RTA route is Route 1 which has a stop at Smith Avenue & Sixth Street approximately ¾-mile to the east (with 15-minute frequencies during the peak hours). The City also operates the Corona Cruiser, and the Red Line has a route within the study area along Avenida Del Vista, Border Avenue, Rio Del Vista, and Smith Avenue. The Corona Cruiser Red Line could serve the proposed Project and provide a connection to the stop at Smith Avenue & Sixth Street to the RTA Route 1 stop. Transit service is reviewed and updated by RTA and the City of Corona periodically to address ridership, budget, and community demand needs. Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate.
3.5 EXISTING (2024) TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in April 2024. The following peak hours were selected for analysis:
• Weekday AM Peak Hour (peak hours between 6:30 AM and 9:00 AM) • Weekday Mid-Day Peak Hour (peak hours between 1:30 PM and 3:30 PM) • Weekday PM Peak Hour (peak hours between 4:00 PM and 6:00 PM) The 2024 weekday AM and weekday PM peak hour count data is representative of typical weekday peak hour traffic conditions in the study area. There were no observations made in the field that would indicate atypical traffic conditions on the count dates, such as construction activity or detour routes and near-by schools were in session and operating on normal schedules. As such, no additional adjustments were made to the traffic counts to establish the baseline condition. The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1.
24 15701_b.dwg EXHIBIT 3-4 : CITY OF CORONA GENERAL PLAN EXISTING AND PROPOSED BIKE TRAILS Via Del Rio Focused Traffic Study SITE * Page 341 of 953
25 EXHIBIT 3-5 : EXISTING PEDESTRIAN FACILITIES
Via Del Rio Focused Traffic Study
= 1 Approach
= 2 Approaches
= All Approaches (School)
= Sidewalks
LEGEND:
SITE
N
Via Del Rio Avenida Del Vista
Vallejo Dr.
Via Bernardo
Sapphire Ln.
Aquamarine Ln.
Jadestone Ln. Bern Dr.
Beryl Ln.
Kirkwood Dr.
26 15701_b.dwg EXHIBIT 3-6 : CITY OF CORONA GENERAL PLAN EXISTING AND PROPOSED BIKE TRAILS Via Del Rio Focused Traffic Study SITE * Page 343 of 953 27 Via Del Rio Focused Traffic Study
15701-04 FTS Report
28 Existing weekday ADT volumes, in actual vehicles, are shown in Exhibit 3-7. Where actual 24-hour count data was not available, Existing ADT volumes were based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg:
Weekday PM Peak Hour (Approach Volume + Exit Volume) x 13.8 = Leg Volume A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak-to-daily relationship is approximately 7.24 percent. As such, the above equation utilizing a factor of 13.8 estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily relationship of approximately 7.24 percent (i.e., 1/0.0724 = 13.8) and was assumed to sufficiently estimate ADT volumes for planning-level analyses. Existing weekday peak hour intersection volumes (AM, MD, and PM peak hours) are also shown in Exhibit 3-7.
3.6 EXISTING (2024) INTERSECTION OPERATIONS ANALYSIS
Existing (2024) 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 operations analysis results are summarized in Table 3-1, which indicates that the existing study area intersections are currently operating at an acceptable LOS during the peak hours, with the exception of the following intersection:
• Via Del Rio & Paseo Grande (#1) – LOS E AM peak hour only The intersection operations analysis worksheets are included in Appendix 3.2 of this TA.
TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2024) CONDITIONS
3.7 EXISTING (2024) TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection turning volumes. The existing unsignalized study area intersections do not currently warrant a traffic signal under Existing traffic conditions. Existing conditions traffic signal warrant analysis worksheets are provided in Appendix 3.3.
Delay2 Level of
Traffic (secs.) Service
# Intersection Control1 AM MD PM AM MD PM
1 Via Del Rio & Paseo Grande AWS 45.4 17.3 11.9 E C B
2 Via Del Rio & Kirkwood Dr. CSS 13.2 12.1 11.0 B B B
3 Via Del Rio & Driveway 1
4 Via Del Rio & Avenida Del Vista TS 16.0 14.2 13.7 B B B 5 Driveway 2 & Avenida Del Vista
* BOLD = LOS does not meet the applicable jurisdictional requirements (i.e., unacceptable LOS). 1 AWS = All-Way Stop; CSS = Cross-Street Stop; TS = Traffic Signal 2 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.
Future Intersection
28 SITE
EXHIBIT 3-7 : EXISTING (2024) 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 (244) 41 (4) 6 (4) 21 (5) 64 (61)
176 (118) 242 (49) 285 (152) 30 (15) 7 (15) 17 (50) 38 (17) 45 (29) 29 (26) 518 (186) 237 (318) 0 (0) 0 (0) 0 (0) 648 (212) 282 (347) 150 (42) 32 (104) 23 (25) 18 (71) 84 (32) 81 (36) 34 (21) 60 (61) 15 (24) 20 (24) 417 (134) 180 (244) 0 (0) 205 (171) 0 (0) 0 (0) 0 (0)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)
0.7 8.6
4.6 7.4
7.9 1.7 7.7
7.7 4.4
3.6 4.0
6.5 8.5
29 SITE
EXHIBIT 3-7 : EXISTING (2024) 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
169 8
7 24
92 216 80 15018 1938
25 29 19 219 290
0 0
0 252 31962
83 37 6572 50
26 67 3421 140 182 0
182 0
0 0
160 LEGEND:
= Existing Intersection Analysis Location
0 = Future Intersection Analysis Location
0 00 = Peak Hour Intersection Volume MD
00 = Average Daily Trips (1000's)
0.7 8.6
4.6 7.4
7.9 1.7 7.7
7.7 4.4
3.6 4.0
6.5 8.5
30 Via Del Rio Focused Traffic Study
15701-04 FTS Report
31 4 PROJECTED FUTURE TRAFFIC
It is our understanding that the Project is to consist of 54 market-rate townhomes and 3 affordable homes. Access to the site will be accommodated via one driveway on Via Del Rio and a driveway on Avenida Del Vista. Regional access to the Project site is available from the SR-91 Freeway via Sixth Street. The Project is proposed to be developed in a single phase with an anticipated opening year of 2027.
4.1 PROJECT 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.
4.1.1 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 Appendix 1.1. The trip generation summary illustrating daily, and peak hour, trip generation estimates for the existing use is shown in Table 4-1. As shown in Table 4-1, the existing use currently generates a total of 120 two-way trips per day with 9 AM peak hour trips, 51 Mid-Day (MD) peak hour trips, and 4 PM peak hour trips (weekday only).
TABLE 4-1: EXISTING TRIP GENERATION SUMMARY
4.1.2 PROPOSED PROJECT
The proposed Project is to consist of 54 market-rate townhomes and 3 affordable homes. 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 4-2 summarizes the trip generation rates for ITE Land Use Code 220 and ITE Land Use Code 223.
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 378 two-way trips per day with 22 AM peak hour trips, 24 MD peak hour trips, and 29 PM peak hour trips.
Land Use In Out Total In Out Total In Out Total Daily
Thursday, October 19, 2023
Total Trips 5 4 9 27 24 51 4 0 4 120
AM Peak Hour MD Peak Hour PM Peak Hour
31 Via Del Rio Focused Traffic Study
15701-04 FTS Report
32 TABLE 4-2: PROPOSED PROJECT TRIP GENERATION SUMMARY
4.1.3 TRIP GENERATION COMPARISON
Table 4-3 shows the trip generation comparison between the existing and proposed use. The resulting net new trips are identified in Table 4-3. As shown, the Project is anticipated to generate an increase of 258 two-way trips per day with 13 more AM peak hour trips, 27 fewer MD peak hour trips, and 25 more PM peak hour trips in comparison to the existing uses. The trip generation presented in Table 4-3 will be utilized to evaluate off-site intersections, however, the full Project trip generation reflected previously in Table 4-2 will be evaluated at the Project driveways and site adjacent intersection of Via Del Rio and Avenida Del Vista.
TABLE 4-3: TRIP GENERATION COMPARISON
4.2 PROJECT TRIP DISTRIBUTION
The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the proximity to the regional freeway system. The Project trip distribution patterns were developed based on recent studies in the area and through consultation with City of Corona staff. The Project trip distribution patterns are provided in Exhibit 4-1.
4.3 MODAL SPLIT
The potential for Project trips to be reduced by the use of public transit, walking, or bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the Project’s traffic projections are ”conservative” in that these alternative travel modes would reduce the forecasted traffic volumes.
ITE MD Peak Hour
Land Use1 Code Units2 In Out Total In Out Total In Out Total Daily Multifamily (Low-Rise) Residential 220 DU 0.10 0.30 0.40 0.22 0.19 0.41 0.32 0.19 0.51 6.74 Affordable Housing 223 DU 0.15 0.36 0.50 0.29 0.21 0.50 0.27 0.19 0.46 4.81 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 In Out Total Daily Multifamily (Low-Rise) Residential 54 DU 5 16 21 12 10 22 17 10 27 364 Affordable Homes 3 DU 0 1 1 1 1 2 1 1 2 14
Total 57 DU 5 17 22 13 11 24 18 11 29 378
1 DU = Dwelling Units
AM Peak Hour PM Peak Hour
AM Peak Hour MD Peak Hour PM Peak Hour
In Out Total In Out Total In Out Total Daily
Existing Use: Church 5 4 9 27 24 51 4 0 4 120
Proposed Project: Multifamily 5 17 22 13 11 24 18 11 29 378 Net Change in Trips 0 13 13 -14 -13 -27 14 11 25 258
AM Peak Hour MD Peak Hour PM Peak Hour
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 354 of 953 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
52 Via Del Rio Focused Traffic Study
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.
53 Via Del Rio Focused Traffic Study
15701-04 FTS Report
54 This Page Intentionally Left Blank
54 Via Del Rio Focused Traffic Study
15701-04 FTS Report
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%
55 Via Del Rio Focused Traffic Study
15701-04 FTS Report
56 This Page Intentionally Left Blank
56 Via Del Rio Focused Traffic Study
15701-04 FTS Report
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.
Via Del Rio Focused Traffic Study
15701-04 FTS Report
58 This Page Intentionally Left Blank
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
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
Via Del Rio Focused Traffic Study
15701-03 TA Report
This Page Intentionally Left Blank
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 1.2: SITE ADJACENT QUEUES
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
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
Via Del Rio Focused Traffic Study
15701-03 TA Report
This Page Intentionally Left Blank
Via Del Rio Focused Traffic Study
15701-04 FTS Report
APPENDIX 3.1: TRAFFIC COUNTS – APRIL 2024
Via Del Rio Focused Traffic Study
15701-04 FTS Report
This Page Intentionally Left Blank
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 -