dB decibel
dBA A-weighted decibel
FHWA Federal Highway Administration
FTA Federal Transit Administration
Hz Hertz
kHz kilohertz
LDN Day Night sound level
LEQ time-averaged noise level
mph miles per hour
mPa micro Pascal
NSLU noise sensitive land use
PPV peak particle velocity
RCNM Roadway Construction Noise Model
SPL sound pressure level
TIA Traffic Impact Analysis
TNM Traffic Noise Model
USDOT U.S. Department of Transportation
iv
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Diaz Road Expansion Project | December 2020
1 EXECUTIVE SUMMARY
This report presents an assessment of potential construction and operational noise impacts associated with the proposed Diaz Road Expansion Project (project) located in the City of Temecula (City). The project proposes the expansion of Diaz Road from a two-lane roadway to a four-lane roadway between Cherry Street and Rancho California Road.
Construction activities would include site preparation, demolition, grading, drainage/utilities, and paving. Project construction noise would result in potentially significant noise levels above the City noise limits for commercial uses. This impact would be reduced to less than significant with implementation of mitigation measure NOI-1, which includes various measures to reduce construction noise. Vibration impacts from construction would not exceed thresholds for sensitive receptors.
The project would not result in an increase in operational traffic noise. The project’s contribution to noise increases would be from moving the outer roadway lanes (and corresponding vehicle noise) closer to noise-sensitive hotels. However, the intervening distance and topography would attenuate any potential increase in noise levels. Therefore, noise impacts from project operation would be less than significant.
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Diaz Road Expansion Project | December 2020
3 1.0 INTRODUCTION
1.1 PROJECT LOCATION
The Diaz Road Expansion Project (project) is located in the City of Temecula (City) in southwestern Riverside County. The project is located south of Interstate 215 (I-215) and Interstate 15 (I-15) interchange and west of I-15. The approximately 2.2-linear mile project site is bordered by Rancho California Road to the south, Cherry Street to the north, and Murrieta Creek to the east (see Figure 1, Regional Location, Figure 2, USGS Topography, and Figure 3, Project Alignment). The Assessor’s Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 and -005, and 909-120-016, -021, -040, -051 and -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 and -056, and 921-740-002).
1.2 PROJECT DESCRIPTION
The project proposes to expand Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road. The approximately 2.2-mile segment would be expanded on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road to the south and Cherry Street to the north, and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (from Dendy Parkway to Cherry Street), Diaz Road transitions to an unimproved dirt road. All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e., wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL) and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform
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Diaz Road Expansion Project | December 2020
4 Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines. In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
Construction would commence as early as January 2021 and require approximately 16 months to complete. Construction activities would include site preparation, demolition of existing roadway, grading, installation of drainage and utilities, retaining walls, and paving. During construction, material such as vegetation, soil, old asphalt and concrete may be exported from the site and material such as soil, aggregate, asphalt and concrete may be imported to the site.
2.0 ENVIRONMENTAL SETTING
2.1 NOISE AND SOUND LEVEL DESCRIPTORS AND TERMINOLOGY
All noise level or sound level values presented herein are expressed in terms of decibels (dB), with A-weighting (dBA) to approximate the hearing sensitivity of humans. Time-averaged noise levels are expressed by the symbol LEQ, with a specified duration. The Community Noise Equivalent Level (CNEL) is a 24-hour average, where noise levels during the evening hours of 7:00 p.m. to 10:00 p.m. have an added 5 dBA weighting, and sound levels during the nighttime hours of 10:00 p.m. to 7:00 a.m. have an added 10 dBA weighting. This is similar to the Day Night sound level (LDN), which is a 24-hour average with an added 10 dBA weighting on the same nighttime hours but no added weighting on the evening hours. Sound levels expressed in CNEL are always based on dBA. The maximum sound level (LMAX) is the maximum level during a measurement period or noise event. These metrics are used to express noise levels for both measurement and municipal regulations, as well as for land use guidelines and enforcement of noise ordinances.
Sound can be described as the mechanical energy of a vibrating object transmitted by pressure waves through a liquid or gaseous medium (e.g., air) to a hearing organ, such as a human ear. Noise is defined as loud, unexpected, or annoying sound.
In the science of acoustics, the fundamental model consists of a sound (or noise) source, a receiver, and the propagation path between the two. The loudness of the noise source and obstructions or atmospheric factors affecting the propagation path to the receiver contribute to the sound level and characteristics of the noise perceived by the receiver. The field of acoustics deals primarily with the propagation and control of sound.
Continuous sound can be described by frequency (pitch) and amplitude (loudness). A low frequency sound is perceived as low in pitch. Frequency is expressed in terms of cycles per second, or Hertz (Hz) (e.g., a frequency of 250 cycles per second is referred to as 250 Hz). High frequencies are sometimes
Diaz Road Expansion Project | December 2020
5 more conveniently expressed in kilohertz (kHz), or thousands of Hertz. The audible frequency range for humans is generally between 20 Hz and 20,000 Hz.
The amplitude of pressure waves generated by a sound source determines the loudness of that source.
A logarithmic scale is used to describe sound pressure level (SPL) in terms of dBA units. The threshold of hearing for the human ear is about 0 dBA, which corresponds to 20 micro Pascals (mPa).
Because decibels are logarithmic units, SPL cannot be added or subtracted through ordinary arithmetic.
Under the decibel scale, a doubling of sound energy corresponds to a 3 dBA increase. In other words, when two identical sources are each producing sound of the same loudness, the resulting sound level at a given distance would be 3 dBA higher than one source under the same conditions.
2.2 NOISE AND VIBRATION SENSITIVE LAND USES
Noise-sensitive land uses (NSLUs) are land uses that may be subject to stress and/or interference from excessive noise, such as residential dwellings, schools, transient lodging (hotels), hospitals, educational facilities, exterior recreational facilities, and libraries. Noise receptors are individual locations that may be affected by noise. There are no NSLUs adjacent to the project. The nearest NSLUs are two hotels along Jefferson Avenue, Marriott SpringHill Suites and Hampton Inn Suites, located approximately 1,000 feet and 700 feet from the project site east of Murietta Creek. Industrial and commercial land uses are generally not considered sensitive to noise. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek to the northeast, and mostly undeveloped land to the north. The undeveloped lands in the project vicinity are part of the City’s Uptown Specific Plan: Murietta Creek Recreation and Open Space District and are therefore not planned for development.
Land uses in which ground-borne vibration could potentially interfere with operations or equipment, such as research, manufacturing, hospitals, and university research operations (California Department of Transportation [Caltrans] 2013) are considered “vibration-sensitive.” The degree of sensitivity depends on the specific equipment that would be affected by the ground-borne vibration. In addition, excessive levels of ground-borne vibration of either a regular or an intermittent nature can result in annoyance to residential uses or schools. The nearest land uses in the project area that are subject to annoyance from vibration include the two hotels along Jefferson Avenue, Marriott SpringHill Suites and Hampton Inn Suites, located approximately 1,000 feet and 700 feet from the project site east of Murietta Creek. The nearest residental uses include single-family residences located 0.5-mile east of the project site along Ynez Road.
2.3 REGULATORY FRAMEWORK
Applicable noise standards for the proposed project are codified in the following City regulations:
2.3.1 City of Temecula General Plan Noise Element
The Noise Element of the City’s General Plan provides noise standards for land use compatibility in Temecula as shown in Table 1, City of Temecula Land Use Noise Standards. The standards represent the maximum acceptable exterior noise level, as measured at the property boundary, which is used to determine the project’s noise impacts. The conditionally acceptable exterior noise level in Temecula for a multi-family residential land use is 70 CNEL. The interior noise standard is 45 CNEL. Exterior noise
Diaz Road Expansion Project | December 2020
6 sources must be attenuated to approximately 60 CNEL in order to attain interior noise levels of 45 CNEL for residential uses. Feasible noise mitigation techniques would be incorporated to reduce noise levels if necessary.
Table 1
TEMECULA LAND USE NOISE STANDARDS
Land Use Zone Land Use Designation
Maximum Exterior
Noise Level
(CNEL)
Interior Exterior
Residential
Hillside
Rural
Very Low
Low
Low Medium
45 65
Medium 45 701
High 45 701
Commercial and Office
Neighborhood
Community
Highway Tourist
Service
- 70
Professional Office 50 70
Light Industrial Industrial Park 55 75
Public/Institutional Schools 50 65
All others 50 70
Open Space Vineyards/Agriculture - 70
Open Space - 70
Source: Temecula General Plan Noise Element, Sound Level Limits 1 Maximum exterior noise levels up to 70 CNEL are allowed for Multiple-Family Housing.
2.3.2 City of Temecula Municipal Code
The City’s Municipal Code regulates noise produced by construction activities. Municipal Code, Chapter
9.20, Noise, Section 9.20.060, Special Sound Sources Standards, prohibits construction activity, when the construction site is within one-quarter mile of an occupied residence, between the hours of 6:30 p.m. and 7:00 a.m., Monday through Friday. Construction activities are only allowed between 7:00 a.m. and 6:30 p.m. on Saturdays. No construction activity shall be undertaken on Sunday or nationally recognized holidays unless exempted by Section 9.20.070 of the Temecula Municipal Code. Furthermore, public works projects of any federal, state or local entity or emergency work by public utilities are exempt from the provisions of this subsection.
2.4 EXISTING CONDITIONS
2.4.1 Surrounding Land Uses
The approximately 2.2 linear mile project site is bordered by Rancho California Road to the south, vacant land to the north, and Murrieta Creek to the east. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped open space land to the north. The
Diaz Road Expansion Project | December 2020
7 nearest NSLUs are two hotels along Jefferson Avenue, Marriott SpringHill Suites and Hampton Inn Suites, located approximately 1,000 feet and 700 feet from the project site east of Murrieta Creek.
2.4.2 Existing Noise Conditions
2.4.2.1 Ambient Noise Survey
Two short-term ambient noise measurements were conducted during a site visit on October 20, 2020, along Diaz Road. The measured noise levels and related environmental conditions are shown in Table 2, Noise Measurement Results. See Appendix A, Site Survey Measurement Sheets, for survey notes.
Table 2
NOISE MEASUREMENT RESULTS
Measurement 1
Date: Tuesday, October 20, 2020
Conditions: Temperature: 80°F. Wind Speed: 5 mph. 26 percent humidity.
Time: 10:33 a.m. – 10:48 a.m.
Location: Northeast side of Diaz Road, approximately 40 feet to roadway centerline.
Measured Noise Level:62.3 dBA LEQ
Measurement 2
Date: Tuesday, October 20, 2020
Conditions: Temperature: 80°F. Wind Speed: 5 mph. 26 percent humidity.
Time: 11:12 a.m. to 11:27 a.m.
Location: Northeast side of Diaz Road, approximately 40 feet to roadway centerline.
Measured Noise Level:64.1 dBA LEQ
dBA = A-weighted decibel; LEQ = time-averaged noise level Traffic counts were recorded for automobiles, medium-size trucks (double-tires/two axles), and heavy trucks (three or more axles)1. Traffic counts for the timed measurement and the one-hour equivalent volume are shown in Table 3, Recorded Traffic Volume and Vehicle Mix.
Table 3
RECORDED TRAFFIC VOLUME AND VEHICLE MIX
Measurement Traffic Autos MT1 HT2
Measurement 1 15-minute Count 225 5 1
One-hour Equivalent 900 20 4
Percent 98% 1% 1%
Measurement 2 15-minute Count 260 4 0
One-hour Equivalent 1,040 16 0
Percent 99% 1% 0%
1 Medium Trucks (double tires/two axles)
2 Heavy Trucks (three or more axles)
Note: Values have been rounded to nearest whole number. 1 This measurement was taken during the COVID-19 pandemic, which led to reduced traffic throughout the region.
Because of this, vehicular traffic during the measurement was likely lower than normal levels, and noise levels are therefore likely lower than what would be expected.
Diaz Road Expansion Project | December 2020
8 3.0 ANALYSIS METHODOLOGY AND
ASSUMPTIONS
3.1 METHODOLOGY AND EQUIPMENT
The following equipment was used to measure existing noise levels at the project site:
• Larson Davis System LxT Integrating Sound Level Meters • Larson Davis Model CAL250 Calibrator
• Windscreen and tripod for the sound level meter
• Digital camera
The sound level meter was field-calibrated immediately prior to the noise measurements to ensure accuracy. All sound level measurements conducted and presented in this report were made with a sound level meter that conforms to the American National Standards Institute (ANSI) specifications for sound level meters (ANSI SI.4-1983 R2006). All instruments were maintained with National Institute of Standards and Technology traceable calibration per the manufacturers’ standards.
Project construction noise was analyzed using the Roadway Construction Noise Model (RCNM; USDOT 2008), which utilizes estimates of sound levels from standard construction equipment.
3.2 ASSUMPTIONS
3.2.1 Construction
Construction would require the use of equipment throughout the site for the full term of construction.
Construction activities would include site preparation, demolition, grading, drainage/utilities/subgrade, and paving. Equipment anticipated to be used on site includes excavators, backhoes, loaders, generators, pavers, and rollers. The most likely source of vibration during project construction would be a vibratory roller, which may be used to achieve soil compaction as part of fill compaction. Table 4, Construction Equipment Assumptions, presents a summary of the assumed equipment that would be involved in each stage of construction.
Diaz Road Expansion Project | December 2020
9 Table 4
CONSTRUCTION EQUIPMENT ASSUMPTIONS
Phase Equipment Number
Grubbing/Land Clearing
Crawler Tractors 1
Excavators 2
Signal Boards 5
Grading/Excavation
Crawler Tractors 1
Excavators 3
Graders 2
Rollers 2
Rubber Tired Loaders 1
Scrapers 2
Signal Boards 5
Tractors/Loaders/Backhoes 4
Drainage/Utilities/Sub-grade/Retaining Wall
Air Compressors 1
Generator Sets 1
Graders 1
Plate Compactors 1
Pumps 1
Rough Terrain Forklifts 1
Scrapers 1
Signal Boards 5
Tractors/Loaders/Backhoes 3
Paving
Pavers 1
Paving Equipment 1
Rollers 2
Signal Boards 5
Tractors/Loaders/Backhoes 3
Source: HELIX 2020
3.2.2 Operation
Vehicular Traffic Volumes
The Traffic Impact Analysis (TIA) was prepared for the project (Linscott, Law, & Greenspan Engineers[LLG] 2020) to describe the existing roadway and intersection functions under current conditions and to analyze future roadway and intersection functions following implementation of the proposed project, which involves improving Diaz Road from two lanes to four lanes between Cherry Street and Rancho California Road. The traffic volumes are shown in Table 5, Traffic Volumes.
Anticipated future traffic noise levels are based on the long-term traffic volumes.
Diaz Road Expansion Project | December 2020
10 Table 5
TRAFFIC VOLUMES
Roadway Segment Existing
(2018)
Long-term
(2040)
Diaz Road
Rancho California Road to north of Rancho
California Road 8,800 8,900
North of Rancho California Road to Via
Montezuma 9,000 14,300
Via Montezuma to south of Avenue
Alvarado / Overland Drive 9,100 13,400
South of Avenue Alvarado / Overland Drive
to Dendy Parkway 3,700 7,000
Dendy Parkway to Cherry Street NA 4,500
Source: LLG 2020. Project volumes are provided as average daily trips.
The posted speed limit for Diaz Road is 45 miles per hour (mph). Site visit observations, shown in Table 4, revealed relatively low numbers of heavy and medium trucks near the project site.
4.0 IMPACTS
4.1 GUIDELINES FOR THE DETERMINATION OF SIGNIFICANCE AND
CONDITIONS OF APPROVAL
Implementation of the project would result in a significant adverse impact if it would exceed the following thresholds based on the City General Plan and Noise Ordinance, as applicable to the project:
Threshold 1: Generate a substantial temporary or permanent increase in ambient noise levels in the vicinity of the project in excess of standards established in the Temecula General Plan or noise ordinance.
Impacts would be significant if the project would expose existing development to noise levels in excess of the Noise Compatibility Standards established in the City’s General Plan Noise Element, provided in Table 2. For commercial uses, the exterior noise compatibility standard is 70 CNEL. For multi-family uses, the exterior noise compatibility standard is 65 CNEL.
Construction impacts would occur if the project generates construction noise that violates the limits established in the City Municipal Code, Chapter 9.20, Noise, Section 9.20.060, Special Sound Sources Standards, which prohibits construction activity, when the construction site is within one-quarter mile of an occupied residence, between the hours of 6:30 p.m. and 7:00 a.m., Monday through Saturday, and all day Sunday.
Threshold 2: Generate excessive ground-borne vibration or ground borne noise levels.
Excessive ground-borne vibration would occur if construction-related ground-borne vibration exceeds the “severe” vibration annoyance potential criteria for human receptors, as specified by Caltrans (2013), of 0.4 inches per second peak particle velocity (PPV), and 0.5 inches per second PPV for damage to older
Diaz Road Expansion Project | December 2020
11 residential structures for continuous/frequent intermittent construction sources (such as impact pile drivers, vibratory pile drivers, and vibratory compaction equipment).
Threshold 3: For a project located within the vicinity of a private airstrip or an airport land use plan, or where such a plan has not been adopted, within two miles of a public use airport or private airstrip, expose people residing or working in the project area to excessive noise.
An impact would occur if the project would expose land uses to noise levels that exceed the standards in the City’s noise compatibility standard for that use.
4.2 ISSUE 1: INCREASE IN AMBIENT NOISE LEVELS
Would the project generate a substantial temporary or permanent increase in ambient noise levels in the vicinity of the project in excess of standards established in the Temecula General Plan or noise ordinance?
4.2.1 Exposure to Excessive Noise
The project’s primary operational noise source would be vehicular traffic. According to the TIA prepared for the proposed project by LLG, the project would not result in a doubling of average daily trips (ADT; LLG 2020). A doubling of ADT would cause a doubling in noise (a 3 CNEL increase), which is often noticeable to sensitive receptors and would be perceived as a significant increase. The project would not generate nearly enough trips to result in a doubling of roadway noise. However, the project could contribute to noise increases to nearby land uses due to moving the outer roadway lanes (and corresponding vehicle noise) closer to the NSLUs. The nearest NSLUs to the project site are two hotels along Jefferson Road, Marriott SpringHill Suites and Hampton Inn Suites, located approximately 1,000 feet and 700 feet from the nearest portion of the project alignment.
Existing and future exterior noise levels were modeled using the Federal Highway Administration (FHWA) Traffic Noise Model (TNM). Existing and future traffic data is estimated based on volumes from the project’s TIA (LLG 2020). The closest segment of the project alignment to a NSLU is north of Rancho California Road to Via Montezuma, at 700 feet from Hampton Inn Suites. As such, this roadway segment was modeled using TNM to analyze the project’s potential change in ambient noise levels at nearby NSLUs. At a distance of 700 feet, the existing noise level with 9,000 daily trips is approximately
60.6 CNEL. As indicated in the TIA, build-out of the proposed project would increase ADT along this segment by 5,300 trips (LLG 2020). The project would result in a long-term increase to 14,300 daily trips, which corresponds to a noise level of approximately 62.4 CNEL.
A significant increase in noise levels would occur if project-added traffic results in an increase of 3 CNEL or more. An increase of 1.8 CNEL would not exceed 3 CNEL and would not be discernable to the human ear. In addition, given the comparatively small change in distance associated with expanding the road from two lanes to four lanes, the topography and intervening distance across Murrieta Creek would contribute to the negligible change in noise levels. Since project-added trips would not increase existing noise levels by 3 CNEL, transportation noise impacts to off-site land uses would be less than significant.
Diaz Road Expansion Project | December 2020
12 4.2.2 Construction Noise
4.2.2.1 Construction Equipment
The City’s Municipal Code states that construction noise limits apply to projects within one quarter mile of an occupied residence. The hotels located along Jefferson Road, Marriott SpringHill Suites and Hampton Inn Suites, located approximately 1,000 feet and 700 feet from the nearest portion of the project alignment, were conservatively analyzed as occupied residences for the purposes of this analysis. The most substantial noise increases from construction activities that may affect off-site uses would occur during the grading phase. The loudest equipment used during this phase would be a grader and excavator. The equipment would be in operation for 40 percent of a typical construction hour. At a distance of 700 feet, the grading equipment would generate a noise level of 58.1 dBA LEQ. The City does not adopt noise level standards for construction noise. However, construction would not occur between the hours of 6:30 p.m. and 7:00 a.m., Monday through Saturday, and all day Sunday, as required by the Municipal Code. Therefore, noise generated by construction equipment would be less than significant.
4.2.3 Mitigation Measures
Because impacts related to Issue 1 would be less than significant, no mitigation is required.
4.2.4 Significance of Impacts After Mitigation
Impacts would be less than significant without mitigation.
4.3 ISSUE 2: EXCESSIVE GROUND-BORNE VIBRATION
4.3.1 Impact Analysis
Construction activities known to generate excessive ground-borne vibration, such as pile driving or blasting, would not be conducted by the project. A possible source of vibration during general project construction activities would be a vibratory roller, which may be used for ground compaction beneath the roadway surface. A vibratory roller would generate approximately 0.046 inch per second PPV at a distance of 100 feet (Caltrans 2013). At this distance, vibration generated by the project would be lower than what is considered a “severe” impact for humans of 0.4 inches per second PPV, and the structural damage impact to older residential structures of 0.5 inches per second PPV. Furthermore, the nearest vibration-sensitive land use, the Hampton Inn Suites Hotel, would be approximately 700 feet from the project. Therefore, given the intervening distance between where a vibratory roller may be used and the nearest vibration sensitive land uses, impacts associated with the roller (and other potential equipment) would be less than significant.
4.3.2 Mitigation Measures
Because impacts related to Issue 2 would be less than significant, no mitigation is required.
4.3.3 Significance of Impacts After Mitigation
Impacts would be less than significant without mitigation.
Diaz Road Expansion Project | December 2020
13 4.4 ISSUE 3: AIRPORT NOISE EXPOSURE
Would the project expose people residing or working in the project area to excessive noise from a nearby public use airport or private airstrip?
4.4.1 Airport Noise
The project is subject to some distant aircraft noise, though the site is not located near an active airport.
The nearest airports are the Bear Creek Airport, located approximately 4 miles to the north, and the French Valley Airport, located approximately 5 miles to the northeast. At these distances, no effects related to airport noise would occur at the project site, and impacts would be less than significant.
5.0 LIST OF PREPARERS
Brendan Sullivan Noise Analyst
Jason Runyan Noise Analyst, Quality Assurance Reviewer
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14 6.0 REFERENCES
California Department of Transportation (Caltrans). 2013. Transportation and Construction Vibration Guidance Manual, Environmental Engineering, Hazardous Waste, Air, Noise, Paleontology Office. September.
City of Temecula. 2005. Temecula General Plan. Available at: https://temeculaca.gov/345/General-Plan
Federal Transit Administration (FTA). 2018. Transit Noise and Vibration Impact Assessment Manual.
September. Available at: https://www.transit.dot.gov/sites/fta.dot.gov/files/docs/research- innovation/118131/transit-noise-and-vibration-impact-assessment-manual-fta-report-no- 0123_0.pdf
HELIX Environmental Planning, Inc (HELIX). 2020. Diaz Road Air Quality and Greenhouse Gas Assessment.
October.
Linscott, Law, and Greenspan Engineers (LLG). 2020. Traffic Impact Analysis for the Diaz Road Improvements Project.
U.S. Department of Transportation (USDOT). 2008. Roadway Construction Noise Model.
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Appendix A
On-site Noise Measurement Sheets
Appendix B
Construction Noise Model Outputs
Noise Sum 85.0 N/A N/A N/A 85.3 #1000.0 59.3 #70 291.8
Truck (Dump Truck, Flatbed Truck)76.5 40%8 8 72.5 #1000.0 46.5 #70 66.8 Excavator 80.7 40%8 8 76.7 #1000.0 50.7 #70 108.4
Loader 79.1 40%8 8 75.1 #1000.0 49.1 #70 90.2
Portable Generator 80.6 50%8 8 77.6 #1000.0 51.6 #70 119.8 Welder 74.0 40%8 8 70.0 #1000.0 44.0 #70 50.1
Backhoe 77.6 40%8 8 73.6 #1000.0 47.6 #70 75.9
Paver 77.2 50%8 8 74.2 #1000.0 48.2 #70 81.0
Grader 85.0 40%8 8 81.0 #1000.0 55.0 #70 177.8
Measured
Distance
(ft)
Distance to
Ordinance
Limit (ft.)
Noise Levels
at Distance
(dBA Leq)
Ordinance
Limit (dBA
Leq)
Use per
day
(hours)
Ordinance
Limits
(Hours)
Noise Levels
(dBA Leq)
Reference @
50 ft.Reference @ 50 ft
dBA LMAX Percentage
Equipment
Noise Sum 85.0 N/A N/A N/A 85.3 #700.0 62.4 #70 291.8
Truck (Dump Truck, Flatbed Truck)76.5 40%8 8 72.5 #700.0 49.6 #70 66.8 Excavator 80.7 40%8 8 76.7 #700.0 53.8 #70 108.4
Loader 79.1 40%8 8 75.1 #700.0 52.2 #70 90.2
Portable Generator 80.6 50%8 8 77.6 #700.0 54.7 #70 119.8 Welder 74.0 40%8 8 70.0 #700.0 47.1 #70 50.1
Backhoe 77.6 40%8 8 73.6 #700.0 50.7 #70 75.9
Paver 77.2 50%8 8 74.2 #700.0 51.3 #70 81.0
Grader 85.0 40%8 8 81.0 #700.0 58.1 #70 177.8
Measured
Distance
(ft)
Distance to
Ordinance
Limit (ft.)
Noise Levels
at Distance
(dBA Leq)
Ordinance
Limit (dBA
Leq)
Use per
day
(hours)
Ordinance
Limits
(Hours)
Noise Levels
(dBA Leq)
Reference @
50 ft.Reference @ 50 ft
dBA LMAX Percentage
Equipment
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Diaz Road Widening Project Traffic Impact Study | Page 2
TABLE OF CONTENTS
1 TRAFFIC IMPACT STUDY INTRODUCTION ........................................................................... 3
1.1 Project Description ......................................................................................................... ... 3
1.2 Traffic Impact Study Scenarios ...................................................................................... ... 5 2 EXISTING CONDITIONS .......................................................................................................... 6
2.1 Roadway Network .......................................................................................................... ... 6 Study Intersections ................................................................................................................ .. 6
2.2 Existing Traffic Volumes................................................................................................. ... 6
2.3 Intersection Capacity Analysis Methodology .................................................................. ... 6
2.4 Roadway Segment Analysis Methodology ..................................................................... ... 6
2.5 Significant Impact Thresholds ........................................................................................ ... 7
2.6 Existing Traffic Analysis ................................................................................................. ... 7 3 FUTURE YEAR 2040 CONDITIONS ....................................................................................... 10
3.1 VMT Analysis Methodology ............................................................................................ . 10
3.2 Planned Roadway Improvements .................................................................................. . 11
3.3 Year 2040 Forecasts ...................................................................................................... . 11
3.4 2040 No-Build Traffic Analysis ....................................................................................... . 12
3.5 Year 2040 No Build Measures to Improve Deficient Intersections .................................. . 14
3.6 2040 Build Traffic Analysis ............................................................................................. . 15
3.7 Mitigating VMT Impacts ................................................................................................. . 16
3.8 Alternative Design Concepts for Intersection of Diaz Road at Winchester Road ............ . 18 Dedicated Right Turn Lane Plus Shared Through-Right Lane .................................................. . 19 4 APPENDICES ......................................................................................................................... 20
LIST OF FIGURES
Figure 1: Existing Geometrics .......................................................................................................... 9 Figure 2: Year 2040 No Build Intersection Geometrics ................................................................... 13 Figure 3: Proposed Ultimate Geometrics........................................................................................ 17
LIST OF TABLES
Table 2-1: HCM 6 – LOS Criteria for Signalized Intersections .......................................................... 7 Table 2-2: HCM 6 – LOS Criteria for TWSC ..................................................................................... 7 Table 2-3: Intersection Capacity Analysis – Existing Conditions ....................................................... 8 Table 2-4: Roadway Segment Analysis - Existing Conditions ........................................................... 8 Table 3-1: Comparison of Existing and Year 2040 No Build Intersection Level of Service .............. 14 Table 3-2: Year 2040 No Build Roadway Segment Analysis .......................................................... 14 Table 3-3: Change in Vehicle Miles of Travel Resulting from Diaz Road Widening ........................ 15 Table 3-4: Comparison of Year 2040 No Build and Build Intersection Level of Service .................. 16 Table 3-5: Year 2040 Build Roadway Segment Analysis ................................................................ 18
LIST OF APPENDICES
Appendix A: Traffic Counts
Appendix B: Intersection Capacity Analysis Calculations Appendix C: Intersection Queuing Analysis
Appendix D: Diaz Road Widening Engineering Plans
Diaz Road Widening Project Traffic Impact Study | Page 3 1 TRAFFIC IMPACT STUDY INTRODUCTION
This report has been prepared to meet the environmental review requirements for the Diaz Road Widening Project and to support the engineering design efforts by identifying the required intersection configurations. The widening of Diaz Road to a four-lane major arterial is consistent with the City of Temecula’s General Plan circulation element. Since the majority of Diaz Road is currently has four through lanes (two in each direction) the Diaz Road widening project closes the intermittent gaps with only two lanes, expands intersections to accommodate planned connections across Murrieta Creek and extends the unimproved portion of Diaz Road to the planned Cherry Road extension.
The Diaz Road widening project also includes improving the street’s edge conditions, particularly to the east side to include new curb and gutter, curb returns and conforming ADA facilities at existing intersections where they are missing and at new intersections, traffic signal control or modifications, improved connections to intersection crossings where the existing multi-use trail paralleling the east side of Diaz Road crosses streets. The Diaz Road widening also provides Class II bicycle lanes in both directions within the study area. The project description below describes in more detail the proposed improvements for each of the corridor’s five segments.
1.1 Project Description
The study corridor of Diaz Road, within the City of Temecula, extends from Rancho California Road to Cherry Street. The City of Temecula’s circulation element obtained from the General Plan classifies Diaz Road as a Major Arterial (4 Lanes Divided), per City Standard No. 101. The typical cross-section calls for a 100-ft minimum right-of-way, 76-ft roadway with a 14-ft raised median, and 12-ft parkways on each side of the road. This segment of Diaz Road would complete the City’s only existing north- south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
Several existing and future streets intersecting the study corridor are identified on the City’s Roadway Plan as Secondary Arterials or greater. Per the guidelines from the City’s Circulation Element, these intersections shall include two through lanes, two left-turn lanes, and one right-turn lane. The traffic operations analysis in this study presents intersection lane recommendations based on desired level of service, right-of-way considerations, and existing facility and utility constraints.
The corridor is divided into five distinct segments. Each segment was analyzed as part of an alternatives analysis considering various design options and recommendations to provide safe pedestrian and vehicular circulation through the corridor, while balancing environmental, drainage, right-of-way / property, access, and construction cost. The preferred alternative design resulting from the alternatives analysis for each segment are further described below:
Segment 1: Rancho California Road to 1,600-ft +/- north of Rancho California Road This segment of the study corridor spans approximately 1,600-ft in length, has full width existing improvements including curb, gutter, storm drain, streetlights, and raised/landscaped median. This segment of Diaz Road is a four-lane roadway with two lanes in each direction, a raised landscaped median. A dedicated northbound right-turn from Rancho California Road utilizes “old” Diaz Road to connect to Diaz Road. The Diaz Road outside northbound travel lane from Rancho California Road merges into a single lane south of the “old” Diaz Road connection which continues as the northbound travel lane. The connection from Rancho California Road utilizing “old” Diaz Road is evaluated as an element of the intersection of Diaz Road at Rancho California Road.
Sidewalks exists on the west side of the roadway only, with a small gap towards the north end of the segment. In lieu of a sidewalk on the east side of Diaz Road, pedestrians are able to
Diaz Road Widening Project Traffic Impact Study | Page 4 utilize the multi-use trail that parallels “old” Diaz Road and Diaz Road all the way to Winchester Road.
Segment 2: 1,600-ft +/- north of Rancho California Road to Via Montezuma This segment of the study corridor spans approximately 2,600-ft in length and has two through lanes in each direction with dual left turn lanes at signalized intersections. Total pavement width measures 60-ft rather than the 76-ft needed for the desired Major Arterial classification.
The median is currently a striped two-way left turn lane as opposed to the raised curbed median identified in the Major Arterial cross-section. The segment is void of streetlights. The west side of the road has existing curb and gutter but has several gaps in the sidewalk, a nd also displays inconsistent parkway landscape improvements. The east side of the road has segmented AC berm, no sidewalk, and landscape improvements consisting simply of mulch.
This segment includes the intersection with Via Montezuma, which is planned to be taken out of operation once the City’s Murrieta Creek Bridge at Avenue Alvarado / Overland Drive project is completed (currently in design by CNS Engineers, Inc). However, until that time, Via Montezuma will remain in operation. The widening of Diaz Road will result in transitional improvements needed on Via Montezuma in order to join existing conditions.
Segment 3: Via Montezuma to 300-ft south of Avenue Alvarado / Overland Drive This segment of the study corridor spans approximately 2,100-ft in length, north of Via Montezuma, the existing roadway reduces to a single lane in each direction, with turn lanes at key intersections. The median is currently a striped two-way left turn lane as opposed to the raised curbed median identified in the Major Arterial cross-section. The segment is void of streetlights. The west side of the road has existing curb and gutter but has several gaps in the sidewalk and displays inconsistent parkway landscape improvements. The east side of the road has no sidewalk and landscape improvements consisting primarily of mulch.
This segment will overlap with planned improvements at the intersection of Avenue Alvarado / Overland Drive and Diaz Road that are included with the current Murrieta Creek Bridge at Overland project. This project includes full improvements at this intersection, including the installation of a traffic signal.
Segment 4: 300-ft south of Avenue Alvarado / Overland Drive to Dendy Parkway This segment of the study corridor spans approximately 4,300-ft in length, is fully widened to the desired 76-ft roadway width, with curb and gutter on both sides of the roadway and two travel lanes in each direction and turn lanes at key intersections. The median is currently a striped two-way left turn lane as opposed to the raised curbed median identified in the Major Arterial cross-section. Streetlights exist north of Winchester Road only.
The west side of the road has several gaps in the sidewalk, but the parkway is fully landscaped. The east side of the road has no sidewalk but continues to be paralleled by the multi-use trail until Winchester Road. North of Winchester Road there is a meandering sidewalk through the pocket park (Citizens Coalition for the Murrieta Creek Pilot Project), that ends at the EMWD Springs Creek lift station across from Remington Avenue. North of the lift station, there is no sidewalk or landscaping on the east side of the roadway. The multi-use trail runs adjacent to the curb for roughly 400-ft south of Winchester Road, where it runs in front of the RCWD Winchester sewer lift station.
Segment 5: Dendy Parkway to Cherry Street
North of Dendy Parkway to Cherry Street is the “new” roadway portion of the project—the boundary of the study corridor terminates at the Diaz Road intersection with Cherry Street.
Diaz Road Widening Project Traffic Impact Study | Page 5 The project will extend Diaz Road approximately 1,000-ft to the north of Dendy Parkway and terminate at Cherry Street, which currently does not exist west of Murrieta Creek. Ultimately north of Cherry Street, Diaz Road will continue as Washington Avenue within the City of Murrieta. Cherry Street marks the City limit between Temecula and Murrieta and is planned as a Major Arterial to cross Murrieta Creek and ultimately join French Valley Parkway to the east and a new interchange with I-15, and be extended to the west to connect with Via Industria and ultimately to I-15 in the south.
1.2 Traffic Impact Study Scenarios
The following scenarios are evaluated to address potentially significant project impacts:
• Existing Conditions
• Future Year 2040 No-Build Conditions
• Future Year 2040 Build Conditions
The Existing Conditions scenario establishes a baseline condition for comparison with future conditions.
The Future Year 2040 No-Build Conditions scenario evaluates Diaz Road without the proposed widening but with other planned roadway improvements including new connections over Murrieta Creek such as Rancho Way, Avenida Alvarado/Overland, and the Cherry Street extension connecting to the new the interchange with I-15 at French Valley Parkway. Growth in traffic on Diaz Road by the year 2040 is derived from forecasts from the Riverside County Transportation Analysis Model (RIVTAM). This scenario identifies impacts of the City’s General Plan buildout by year 2040 for which the proposed Diaz Road widening project would mitigate.
The Future Year 2040 Build Conditions analyzes 2040 conditions as defined in the no build scenario with the addition of the Diaz Road widening.
Diaz Road Widening Project Traffic Impact Study | Page 6 2 EXISTING CONDITIONS
2.1 Roadway Network
Study Intersections
This study includes intersection capacity analysis for five existing intersections and two future intersections in the study area.
1. Diaz Rd at Rancho California Rd
2. Diaz Rd at Rancho Way
3. Diaz Rd at Via Montezuma (only for Existing Conditions)
4. Diaz Rd at Avenue Alvarado
5. Diaz Rd at Winchester Rd
6. Diaz Rd at Dendy Pkwy (only for Future Conditions)
7. Diaz Rd at Cherry St (only for Future Conditions)
2.2 Existing Traffic Volumes
Newport Traffic Studies (NTS) conducted AM (7:00-9:00 AM) and PM (4:00-6:00 PM) peak period turn movement counts in November 2019, provided in Appendix A.
2.3 Intersection Capacity Analysis Methodology
Intersection capacity analyses were conducted using Synchro software [1], which implements the methods of the Highway Capacity Manual, 6th Edition (HCM 6) [2] used in this report. The intersection capacity analyses utilize existing intersection geometrics and existing and forecasted traffic volumes in analyzing AM and PM peak hour intersection operating conditions. The study intersections were modeled in Synchro as a network with the cycle length and offsets optimized for the AM and PM peak hours individually.
The intersection capacity analysis utilizes existing intersection geometrics and existing and forecasted traffic volumes in analyzing AM and PM peak hour intersection operating conditions. Table 2-1 provides the Signalized intersection HCM 6 LOS thresholds. Table 2-1 provides the Two-Way Stop Controlled (TWSC) intersection HCM 6 LOS thresholds. The analysis determines a LOS that quantitatively describes the operating characteristics of signalized intersections. The LOS for a Two- Way Stop Controlled (TWSC) intersection is determined by the computed or measured control delay.
The LOS is determined for each minor street movement (or shared movement) by using the criteria provided in Table 2-2 referenced from HCM 6 Chapter 20.
2.4 Roadway Segment Analysis Methodology
Roadway segment operations for Diaz Road are evaluated by comparing the future conditions traffic volumes to the maximum two-way daily traffic volume identified in the City of Temecula General Plan Circulation Element representing a segment level of service (LOS) E. The threshold volumes for Diaz Road as a major four lane arterial is 36,000 average daily traffic (ADT). In this study, average daily traffic volumes for each segment of Diaz Road are estimated using the bi-directional PM peak hour volume divided by a peak to daily factor of 11.5%. In accordance with the City’s General Plan Circulation Element, LOS “E” or better shall be maintained at all study roadway segments.
[1] Trafficware Ltd, Version 10.
[2] Transportation Research Board, Washington D.C., 2010.
Diaz Road Widening Project Traffic Impact Study | Page 7 Table 2-1: HCM 6 – LOS Criteria for Signalized Intersections LOS by Volume-to-Capacity Ratioa
Control Delay (s/veh) ≤1.0 >1.0
≤ 10 A F
> 10 - 20 B F
> 20 - 35 C F
> 35 - 55 D F
> 55 - 80 E F
> 80 F F
Note: a For approach-based and intersection-wide assessments, LOS is defined solely by control delay.
Source: Highway Capacity Manual 6th Edition, Exhibit 19-8.
Table 2-2: HCM 6 – LOS Criteria for TWSC
Control Delay (s/veh) LOS by Volume-to-Capacity Ratio
v/c ≤1.0 v/c >1.0
0 - 10 A F
> 10 -15 B F
> 15 - 25 C F
> 25 - 35 D F
> 35 - 50 E F
> 50 F F
Note: The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-Street approaches or for the intersection as a whole.
Source: Highway Capacity Manual 6th Edition, Exhibit 20-2.
2.5 Significant Impact Thresholds
The City of Temecula Traffic Impact Analysis Guideline establishes that the minimum LOS standards for the City’s Arterial Highway Network to be LOS “D” or better at all intersections. The City of Temecula’s CEQA Transportation VMT Analysis Guidelines establish that a net increase in area total VMT indicates that a transportation project has a significant impact.
2.6 Existing Traffic Analysis
Table 2-3 and Appendix B provide the results of the analysis. The turn movement volumes for the intersection of Diaz Rd at Rancho California Rd conservatively, includes the right turn movements currently utilizing the Old Diaz Road access from Rancho California Road. Analyzing this intersection in this way evaluates a "worst case" condition should Old Diaz Road be closed, but also ensures all of the traffic using Old Diaz Road is accounted for in the analysis of the downstream study intersections. Figure 1 presents the existing lane geometries.
As presented in Table 2-3 under existing conditions, the study intersections operate at an acceptable LOS D or better with the exception of Diaz Road at Via Montezuma, a stop controlled intersection which is currently operating at a LOS E in the AM peak period.
The LOS service provided for the intersection of Diaz Road at Via Montezuma is for the critical movement from Via Montezuma. However, this is an interim condition since the east leg is proposed to be closed under future conditions with a new access across Murrieta Creek proposed by extending Overland Drive to connect to Diaz Road at Avenue Alvarado.
Diaz Road Widening Project Traffic Impact Study | Page 8 Table 2-3: Intersection Capacity Analysis – Existing Conditions Intersection AM Peak Hour PM Pear Hour
Delay LOS Delay LOS
1 Diaz Rd at Rancho California Rd 36.2 D 39.4 D
2 Diaz Rd at Rancho Way 8.0 A 4.3 A
3 Diaz Rd at Via Montezuma (1) 44.5 E 28.4 D
4 Diaz Rd at Avenue Alvarado 13.5 B 13.2 B
5 Diaz Rd at Winchester Rd 29.4 C 17.8 B
Delay – In seconds per vehicle
LOS – Level of Service
(1) Stop controlled intersection
Source: David Evans and Associates, Inc.
Intersection Queuing Analysis
A queuing analysis for existing conditions was performed utilizing Trafficware SimTraffic10 software package. Queuing analyses are conducted to determine if the existing or projected traffic volumes for certain intersection movements would exceed the lane storage provided for those movements causing spillovers that can affect safety and capacity. Typically, the queuing analysis presents the 95th percentile maximum queue lengths. Appendix C provides the queuing analysis for existing conditions which shows that peak hour queues do not exceed the provided storage at any of the study intersections.
Existing Roadway Segment Analysis
Table 2-4 presents the roadway segment analysis for existing conditions by comparing the current average daily traffic volumes (ADT) to the daily capacity of Diaz Road. The current four lane segments of Diaz Road operate well under the capacity of a major four lane arterial. Similarly, the two-lane segment operates under the capacity of a secondary arterial.
Table 2-4: Roadway Segment Analysis - Existing Conditions Segment Classification Capacity
(LOS E)
ADT Existing
LOS
Diaz Road
1 Rancho California Road to 1,600-ft +/-
north of Rancho California Road
Major Arterial (4 Lanes
Divided) 36,000 8,800 E or
better
2 1,600-ft +/- north of Rancho California
Road to Via Montezuma
Major Arterial (4 Lanes
Divided) 36,000 9,000 E or
better
3 Via Montezuma to 300-ft south of Avenue
Alvarado / Overland Drive
Limited Secondary
Arterial
(2 Lanes Divided)
16,000 9,100 E or
better
4 300-ft south of Avenue Alvarado /
Overland Drive to Dendy Parkway
Major Arterial (4 Lanes
Divided) 36,000 3,700 E or
better
5 Dendy Parkway to Cherry Street **Future Road Segment
5 4
6 7
3 2
1 Drawing Name: P:\C\CTEM00001011\0400CAD\TT\EXHIBITS\Diaz Road\Exhibit A.dwgLast Opened: Jun 25, 2020 - 10:13am by: TnmEXHIBIT A: EXISTING GEOMETRICS
DIAZ ROAD
TEMECULA, CA
- STUDY INTERSECTIONS
SIGNALIZED INTERSECTION
STOP CONTROLLED APPROACH
LEGEND
4DIAZ ROAD/
RANCHO WAY
32 DIAZ ROAD/
AVENUE ALVARADO/ OVERLAND
5DIAZ ROAD/
VIA MONTEZUMA
1 DIAZ ROAD/
WINCHESTER RD
DIAZ ROAD/
RANCHO CALIFORNIA RD
6 DIAZ ROAD/
DENDY
5 DIAZ ROAD/
CHERRY
200 FT
200 FT
100 FT240 FT240 FT140 FT
175 FT150 FT150 FT100 FT
190 FT150 FT250 FT
250 FT175 FT175 FT250 FTFUTURE
INTERSECTION
Diaz Road Widening Project Traffic Impact Study | Page 10
3 FUTURE YEAR 2040 CONDITIONS
The Future Year 2040 conditions evaluates impacts of forecasted regional growth to the year 2040 and is used to inform and/or confirm the design of the Diaz Road extension with respect to the ultimate intersection lane configurations and turn lane lengths.
3.1 VMT Analysis Methodology
Senate Bill 743 changes the way that transportation impacts are analyzed under CEQA. Specifically, SB 743 amends CEQA to provide an alternative to automobile Level of Service (LOS) for evaluating and identifying significant transportation impacts. Measurements of transportation impacts will now emphasize “vehicle miles traveled (VMT) or vehicle miles traveled per capita”.
As a result of SB 743, environmental review of land use development, transportation projects and regulatory plans will measure environmental impacts, and development of mitigation measures, based on a project or plan’s net change in VMT. The City of Temecula has developed guidelines for the preparation of VMT analyses for land use development and transportation projects [3].
The Diaz Road widening project is a transportation project and subject to the thresholds of significance for transportation projects defined in the guidelines. The guidelines state that, for transportation projects, any project that results in an increase in additional motor vehicle capacity (such as constructing a new roadway or adding additional vehicle travel lanes on an existing roadway) has the potential to increase vehicle travel, referred to as “induced vehicle travel.” A net increase in area total VMT indicates that the project has a significant impact.
According to the guidelines, total daily VMT within a given area can be measured by multiplying the daily volume on every roadway segment by the length of every roadway segment within a given area.
This is called Boundary Method VMT. Examples of total VMT (Boundary Method) are VMT within the WRCOG region, VMT within the City of Temecula, or VMT within the vicinity of a transportation project.
The VMT analysis for Diaz Road widening project uses the VMT calculation methodology presented in the California Governor’s Office of Planning and Research (OPR) Technical Advisory on Evaluating Transportation Impacts in CEQA (December 2018). The equation for estimating the change in VMT for transportation projects is:
[% increase in lane miles] x [existing VMT] x [elasticity] = [VMT resulting from the project] For, existing VMT, this study uses a regional measure encompassing the cities of Temecula, Murrieta, and Menifee (a designated Federal Aid Urban Area) for which the Federal Highway Administration publishes total lane miles and total daily VMT for the region [4].
Elasticity is the ratio of the percent change in VMT associated with a one percent change in lane miles. The expectation is that this ratio will be positive: an increase in lane miles will lead to an increase in VMT. Research on induced travel have identified ranges of elasticities from 0.3 to 1.03 but concludes that the best estimate for the long-run effect of roadway capacity on VMT is an elasticity close to 1.0, which is used in the calculation for this study [5].
The VMT analysis methodology is only applied to the build (project) scenario.
[3] CEQA Transportation VMT Analysis Guidelines, City of Temecula, Fehr & Peers Associates, April 3, 2020. [4] Federal Highway Administration, Office of Highway Policy Information, Table HM-72 - Highway Statistics 2015. [5] Impact of Highway Capacity and Induced Travel on Passenger Vehicle Use and Greenhouse Gas Emissions, University of California Davis (Handy), University of Southern California (Boarnet), California EPA Air Resources Board, September 2014.
Diaz Road Widening Project Traffic Impact Study | Page 11
3.2 Planned Roadway Improvements
In the vicinity of the project there are several planned roadway improvements that directly affect area traffic patterns and the traffic forecasts for Diaz Road. New connections to Diaz Road are separate projects with individual construction timeframes assume to occur by the year 2040.These improvements, identified in the City’s General Plan circulation element, are described below. • Extension of Rancho Way across Murrieta Creek. This new roadway will bridge Murrieta Creek and connect Diaz Road to Del Rio Road and Jefferson Avenue north of the creek.
Rancho Way is designated a four-lane secondary arterial in the General Plan. • Extension of Overland Drive across Murrieta Creek. This new roadway bridges Murrieta Creek and connects Diaz Road to Jefferson Avenue. Overland Drive crosses I -15 providing new access from north of the freeway to Diaz Road. Overland Drive will align with Avenue Alvarado creating a new four leg intersection. Overland Drive is designated a four-lane secondary arterial in the General Plan.
• Extension of Cherry Street across Murrieta Creek. This new roadway bridges Murrieta Creek and connects Diaz Road to Jefferson Avenue and French Valley Parkway which currently has a southbound only off-ramp from I-15 but will eventually have a full access interchange. Cherry Street is designated a four-lane major arterial in the General Plan. • Extension of Diaz Road north to the City of Murrieta. The future 2040 analysis includes the extension of Diaz Road beyond the current study area into the City of Murrieta to connect with Washington Avenue. This continuation of Diaz Road is designated a four-lane major arterial in the General Plan.
• New Interchange at I-15 / French Valley Parkway. The extension of Cherry Street will connect Diaz Road to the planned new interchange with I-15 at French Valley Parkway designed to relieve traffic from the Winchester Road interchange with I-15.
The new roadway extensions and the additional interchange connection to I-15 significantly increase connectivity in the Diaz Road corridor north of the current barriers caused by Murrieta Creek and the I-15 freeway. The expanded connectivity is evident in the year 2040 forecasts.
3.3 Year 2040 Forecasts
Future Year 2040 traffic projections were developed from the Riverside County Travel Analysis Model (RIVTAM) travel demand forecasting model. RIVTAM includes the study segment of Diaz Road from Rancho California Road to Cherry Street as a four-lane major arterial. The model includes the planned improvements described above. The model’s base year (2012) and future year (2040) forecasts are provided as weekday AM and PM peak link volumes separated by automobiles and trucks.
The methodology used in this study for deriving year 2040 intersection turning movement forecasts is an industry standard method of post-processing travel demand model output. The post-processing method is described below.
Model Post Processing of Segment Volumes for Future Intersection Analysis
1. Extract passenger car and truck link volumes from the base year (2012) and future year (2040) AM and PM peak hour model plots for each study intersection approach.
2. Convert truck volumes to passenger car equivalents (PCE) using standard factor or use truck percentages in capacity analysis software.
3. Determine the model’s absolute growth in traffic for each intersection approach and departure:
Diaz Road Widening Project Traffic Impact Study | Page 12 (2040 volumes) – (2012 volumes) = Model Growth
4. Determine the model growth from existing year:
(2019 – 2012) / (2040- 2012) x Model Growth = Model Growth in Traffic (2019 to 2040)
5. Determine the adjusted 2040 passenger car volume:
Model Growth in Traffic (2019 to 2040) + Existing Approach / Departure Traffic Counts = Adjusted 2040 Passenger Car Volume
6. Use standardized post-processing technique to convert adjusted 2040 passenger car link volumes to 2040 intersection turning movements (e.g., iterative procedure directional method) [6].
7. Balance traffic volumes throughout entire study corridor using highest projected traffic volumes as a control.
3.4 2040 No-Build Traffic Analysis
The 2040 no build scenario assigns the 2040 forecasts to the existing Diaz Road geometries.
However, the no build scenario includes the planned roadway connections described above under planned improvements. Because of these new connections to Diaz Road, certain assumptions were necessary regarding the intersection configurations in the no build scenario:
• Existing intersections without new connections assume existing geometries and traffic control. • Existing intersection with new connections (e.g., Rancho Way, and Overland Drive/Avenue Alvarado) assume existing traffic control and geometries on existing intersection approaches except for new southbound left turns on Diaz Road accessing the new connections. The approaches of the new connections assumed minimal lane geometries (e.g., one left turn lane and one shared through-right lane).
• Via Montezuma intersection is assumed to remain.
• The extension of Diaz Road from Dendy Parkway to the new Cherry Street extension and beyond to Washington Avenue is assumed as a two-lane roadway. • The new Cherry Street intersection with Diaz Road assumes minimal lane geometries (e.g., one left turn lane and one shared through-right lane at each approach).
Figure 2 presents the assumed no build scenario lane geometries.
Table 3-1 compares intersection levels of service between existing and year 2040 no build conditions.
Several intersections are projected to operate at levels of service below the City’s standard LOS D.
All except one of these intersections have new approaches from the east over Murrieta Creek including Diaz Road at Rancho Way and Overland Drive/Avenue Alvarado.
The stop-controlled intersection of Diaz Road at Via Montezuma operates at an extreme LOS F in both peak periods. However, this intersection is a low flow crossing of Murrieta Creek which is closed during wet seasons and planned to be removed once the new crossings are completed.
[6] Analytical Travel Forecasting Approaches for Project-Level Planning and Design, National Cooperative Highway Research Program (NCHRP) Report 765, Washington DC, 2014.
5 4
6 7
3 2
1 Drawing Name: P:\C\CTEM00001011\0400CAD\TT\EXHIBITS\Diaz Road\Exhibit B.dwgLast Opened: Jun 25, 2020 - 1:49pm by: TnmEXHIBIT B: YEAR 2040 GEOMETRICS
DIAZ ROAD
TEMECULA, CA
- STUDY INTERSECTIONS
SIGNALIZED INTERSECTION
STOP CONTROLLED APPROACH
LEGEND
4DIAZ ROAD/
RANCHO WAY
32 DIAZ ROAD/
AVENUE ALVARADO/ OVERLAND
5DIAZ ROAD/
VIA MONTEZUMA
1 DIAZ ROAD/
WINCHESTER RD
DIAZ ROAD/
RANCHO CALIFORNIA RD
6 DIAZ ROAD/
DENDY
7 DIAZ ROAD/
CHERRY
140 FT
175 FT200 FT200 FT150 FT
200 FT
150 FT150 FT190 FT200 FT150 FT100 FT
150 FT250 FT
250 FT175 FT175 FT250 FT200 FT200 FT
Diaz Road Widening Project Traffic Impact Study | Page 14 Table 3-1: Comparison of Existing and Year 2040 No Build Intersection Level of Service Intersection
Existing Conditions Year 2040 No Build Conditions
AM Peak Hour PM Pear Hour AM Peak Hour PM Pear Hour
Delay LOS Delay LOS Delay LOS Delay LOS
1 Diaz Rd at Rancho California Rd 36.2 D 39.4 D 40.4 D 39.6 D 2 Diaz Rd at Rancho Way 8.0 A 4.3 A 56.8 E 38.4 D
3 Diaz Rd at Via Montezuma (1) 44.5 E 28.4 D 5253.5 F 353.7 F 4 Diaz Rd at Avenue Alvarado (1) 13.5 B 13.2 B 633.8 F 360.5 F 5 Diaz Rd at Winchester Rd 29.4 C 17.8 B 36.9 D 35.4 D
6 Diaz Rd at Dendy Pkwy (1) N/A 9.7 A 9.6 A
7 Diaz Rd at Cherry St (1) N/A 11.4 B 11.2 B
Delay – In seconds per vehicle
LOS – Level of Service
(1) Stop controlled intersection
Source: David Evans and Associates, Inc.
Year 2040 No Build Roadway Segment Analysis
Table 3-2 presents the roadway segment analysis for year 2040 no build conditions by comparing the current average daily traffic volumes (ADT) to the daily capacity of Diaz Road. Despite growth in traffic volumes, the four lane segments of Diaz Road operate under the capacity of a major four lane arterial. Similarly, the two-lane segment operates under the capacity of a secondary arterial. This analysis concludes that intersections on Diaz Road, rather than the roadway segments themselves, are the choke points requiring expansion of Diaz Road.
Table 3-2: Year 2040 No Build Roadway Segment Analysis
Segment Classification Capacity
(LOS E) ADT LOS
Diaz Road
1 Rancho California Road to 1,600-ft
+/- north of Rancho California Road
Major Arterial (4 Lanes
Divided) 36,000 8,900 E or
better
2 1,600-ft +/- north of Rancho
California Road to Via Montezuma
Major Arterial (4 Lanes
Divided) 36,000 14,300 E or
better
3 Via Montezuma to 300-ft south of
Avenue Alvarado / Overland Drive
Limited Secondary
Arterial
(2 Lanes Divided)
16,000 13,400 E or
better
4 300-ft south of Avenue Alvarado /
Overland Drive to Dendy Parkway
Major Arterial (4 Lanes
Divided) 36,000 7,000 E or
better
5 Dendy Parkway to Cherry Street Major Arterial (4 Lanes Divided) 36,000 4,500 E or
better
3.5 Year 2040 No Build Measures to Improve Deficient Intersections The following measures are required to improve the level of service of intersections operating at LOS E or F and should be incorporated into the Diaz Road widening project plans.
1. Diaz Road at Rancho Way
a. Configure the westbound approach to accommodate a left, a through and an exclusive right turn lane about 200 feet in length.
b. Provide an exclusive northbound right turn lane about 175 feet in length.
Diaz Road Widening Project Traffic Impact Study | Page 15
2. Diaz Road at Avenue Alvarado / Overland Drive
a. Signalize intersection.
b. Configure the westbound approach to accommodate a left, a through and an exclusive right turn lane about 200 feet in length.
c. Provide an exclusive northbound right turn lane about 150 feet in length.
3. Diaz Road at Via Montezuma
a. Close Via Montezuma permanently once additional crossings have been implemented.
4. Diaz Road at Winchester Road
a. Provide a second northbound left turn lane so that medians and through lanes align for safety (also see Section 3.8 Alternative Design Concepts for Intersection of Diaz Road at Winchester Road)
3.6 2040 Build Traffic Analysis
The build scenario represents Diaz Road under the ultimate geometrics developed for the Diaz Road widening project. The 2040 build scenario has the following objectives, 1) meet CEQA requirements analyzing the potential impacts of the project, 2) improve the traffic operating conditions identified in the 2040 no build scenario thus validating the project as identified in the City’s General Plan, and 3) to inform the engineering design process by substantiating the proposed intersection geometrics. Engineering drawings for the Diaz Road widening project are provided in Appendix D.
Recent changes in CEQA requirements restrict the identification of environmental impacts to those caused by changes in VMT as a result of the project. Intersection level of service and queuing analyses are presented to meet objectives 2 and 3 described above.
Analysis of Vehicle Miles of Travel (VMT)
The purpose of this analysis is to meet new legislative requirements to measure potential impacts of the project based on VMT. As stated earlier, the City’s CEQA Transportation VMT Analysis Guidelines have established a threshold of significance for transportation projects stating that any net increase in VMT is considered a significant impact.
Using the methodology described earlier in this study, the estimated change in VMT as a result of the increase in lane miles from the Diaz Road widening project is shown in Table 3-3.
Table 3-3: Change in Vehicle Miles of Travel Resulting from Diaz Road Widening Lane Miles
Added by
Project
Total Roadway
Miles in Urban
Area [a]
Project %
Increase in
Urban Area
Lane Miles
Total Existing
Daily VMT in
Urban Area [a]
Change in
Total Urban
Area Daily
VMT
Diaz Road Widening Project 1.39 1957 0.07% 10,261,000 7,277 [a] The urban area used in the calculation of VMT is the Federal Aid Urban Area comprised of the cities of Temecula, Murrieta and Menifee. See VMT analysis methodology section for details and sources of data.
The analysis results in a net increase in VMT as expected for a transportation project that adds lane capacity. This is considered a significant impact under CEQA. There are very limited potential mitigation measures available for transportation projects that add lane miles to accommodate growth in traffic. The majority of the measures available from the resources identified in the City’s guidelines that can effectively reduce VMT are related to land development projects.
Diaz Road Widening Project Traffic Impact Study | Page 16
3.7 Mitigating VMT Impacts
There are no feasible measures that can be designed into the project that will fully mitigate the increase in VMT resulting from widening Diaz Road. The project does provide some features that help to reduce VMT over existing and no build conditions. These include:
• The provision of Class II bicycle lanes in both directions of Diaz Road. • Improved crossings and signal controlled crossings for pedestrians and bicyclists using the multi-use trail paralleling the north side of Diaz Road to the north. • Conformance with the latest ADA standards throughout the corridor. • Identification and space for future bus stops that improve safety and operational efficiency which encourage transit use. To the extent possible, reserve space for wheelchair lifts (5’ x 8”) for future bus stops located at the farside of signalized intersections.
With the adoption of the City’s CEQA Transportation VMT Analysis Guidelines, the City can ensure private land development implement and maintain trip reduction programs for their residents and employees and provide infrastructure that promotes active transportation and transit use. Over the long term the measures taken by land development projects will likely reduce vehicles and associated VMT on Diaz Road.
Intersection Capacity Analysis
Table 3-4 and Appendix B provide the results of the analysis. The intersection capacity analysis is based on the future year 2040 turn movement volumes and the ultimate conceptual geometrics. The proposed ultimate conceptual geometrics utilized in the capacity analysis are illustrated on Figure 3.
Table 3-4: Comparison of Year 2040 No Build and Build Intersection Level of Service Intersection
Year 2040 No Build Conditions Year 2040 Build Conditions AM Peak Hour PM Pear Hour AM Peak Hour PM Pear Hour
Delay LOS Delay LOS Delay LOS Delay LOS
1 Diaz Rd at Rancho California Rd 40.4 D 39.6 D 37.8 D 36.6 D 2 Diaz Rd at Rancho Way 56.8 E 38.4 D 33.5 C 31.9 C
3 Diaz Rd at Via Montezuma (1) 5253.5 F 353.7 F - - - - 4 Diaz Rd at Avenue Alvarado 633.8 F 360.5 F 41.9 D 37.0 D 5 Diaz Rd at Winchester Rd 36.9 D 35.4 D 36.0 D 32.0 D
6 Diaz Rd at Dendy Pkwy (2) 9.7 A 9.6 A 9.2 A 9.1 A
7 Diaz Rd at Cherry St (2) 11.4 B 11.2 B 38.3 D 31.1 C
Delay – In seconds per vehicle
LOS – Level of Service
(1) Via Montezuma assumed closed in build conditions
(2) Stop controlled intersection
Source: David Evans and Associates, Inc.
As presented in the table above with completion of the Diaz Road widening project, all of the study intersections are will operate at an acceptable LOS D or better.
Intersection Queuing Analysis
Appendix C provides the queuing analysis for 2040 build conditions which shows that peak hour queues exceed the provided storage for several movements. The final Diaz Road widening design will incorporate longer storage bays where applicable.
5 4
6 7
3 2
1 Drawing Name: P:\C\CTEM00001011\0400CAD\TT\EXHIBITS\Diaz Road\Exhibit C.dwgLast Opened: Jun 25, 2020 - 3:19pm by: TnmEXHIBIT C: PROPOSED ULTIMATE GEOMETRICS
DIAZ ROAD
TEMECULA, CA
- STUDY INTERSECTIONS
SIGNALIZED INTERSECTION
STOP CONTROLLED APPROACH
LEGEND
4DIAZ ROAD/
RANCHO WAY
32 DIAZ ROAD/
AVENUE ALVARADO/ OVERLAND
5DIAZ ROAD/
VIA MONTEZUMA
1 DIAZ ROAD/
WINCHESTER RD
DIAZ ROAD/
RANCHO CALIFORNIA RD
6 DIAZ ROAD/
DENDY
140 FT
175 FT175 FT200 FT200 FT150 FT150 FT
200 FT
150 FT150 FT150 FT100 FT
250 FT
250 FT
160 FT250 FT175 FT175 FT160 FT190 FT7 DIAZ ROAD/
CHERRY
200 FT200 FT200 FT
Diaz Road Widening Project Traffic Impact Study | Page 18 Year 2040 Build Roadway Segment Analysis
Table 3-5 presents the roadway segment analysis for year 2040 build conditions by comparing the current average daily traffic volumes (ADT) to the daily capacity of Diaz Road. Despite growth in traffic volumes, all segments of Diaz Road operate under the capacity of a major four lane arterial.
This analysis concludes that intersections on Diaz Road, rather than the roadway segments themselves, are the choke points requiring expansion of Diaz Road.
Table 3-5: Year 2040 Build Roadway Segment Analysis
Segment Classification Capacity
(LOS E) ADT Existing
LOS
Diaz Road
1 Rancho California Road to 1,600-ft
+/- north of Rancho California Road
Major Arterial (4 Lanes
Divided) 36,000 8,900 E or
better
2 1,600-ft +/- north of Rancho
California Road to Via Montezuma
Major Arterial (4 Lanes
Divided) 36,000 14,300 E or
better
3 Via Montezuma to 300-ft south of
Avenue Alvarado / Overland Drive
Major Arterial (4 Lanes
Divided) 36,000 13,400 E or
better
4 300-ft south of Avenue Alvarado /
Overland Drive to Dendy Parkway
Major Arterial (4 Lanes
Divided) 36,000 7,000 E or
better
5 Dendy Parkway to Cherry Street Major Arterial (4 Lanes Divided) 36,000 4,500 E or
better
3.8 Alternative Design Concepts for Intersection of Diaz Road at Winchester Road A. Dual Northbound Left Turn Lanes
The current ultimate design for the intersection of Diaz Road at Winchester Road includes dual northbound left turn lanes and the City has raised the question as to whether dual lanes are necessary or if the existing single left turn lane would suffice. The ultimate design retains the existing dual southbound left turn lanes.
The City’s guidelines for implementing dual left turn lanes is a peak hour turning volume of 300 vehicles per hour (vph) or more. Neither the current southbound nor proposed northbound dual left turn lanes meet this requirement. Existing and projected left turn volume in both directions are between 100 and 200 vph. Therefore, the dual northbound left turn lanes are not required for capacity reasons.
The ultimate design includes dual northbound left tun lanes primarily to align with the existing southbound dual left lanes so that the northbound through lanes directly align across the intersection. Currently, the northbound through approach lanes are offset from the northbound receiving lanes by about a half of a lane width each. While this is generally considered the maximum allowable offset, having direct alignment of lanes across an intersection is preferred for safety reasons.
B. Single Versus Dual Northbound Right Turn Lanes
A sensitivity analysis was conducted on the northbound approach of Diaz Road at Winchester Road to assess the design option between a single right turn lane versus an exclusive right turn lane with a shared through-right lane.
Diaz Road Widening Project Traffic Impact Study | Page 19 The northbound right turn movement is the highest volume movement on the northbound approach in both the AM and PM peak hours (457 and 389 vph respectively). A comparison of the analysis of each option is described below.
Single Dedicated Right Turn Lane
• With the single dedicated right turn lane option the movement operates with moderate delays equivalent to a LOS C.
• The proposed 250-feet of storage is fully utilized by right-turning vehicles and often will spill out making the outside through on Diaz Road a de-facto right turn lane for a distance. Queued vehicles in the outside through lane can potentially impede access to the dedicated right turn lane reducing its effectiveness. • A dedicated right turn lane can shadow the westbound left turns (the second highest volume movement at this intersection) either through allowing right-turn-on-red or by providing a protected right turn arrow during the east-west left turn signal phase (requires prohibiting westbound u-turns).
• A dedicated right turn lane permits extension of the northbound Class II bicycle lane to the stop bar with a 150-foot opening in the lane lines for bicyclists and right turning vehicles to weave, consistent with the California MUTCD. This design gives bicyclists their own space approaching and waiting at the intersection.
Dedicated Right Turn Lane Plus Shared Through-Right Lane • With the dual right turn lane option the movement operates with similar delays and levels of service as the single lane option.
• The proposed 250-feet of storage in the dedicated right turn lane is augmented by the outside through lane which eliminates queue spillback blocking the outside through lane. Overall, queuing is slightly less than the single lane option. • The dual right turn lane option can partially shadow the westbound left turns through right turns on red from the dedicated right turn lane, but the shared through-right lane prohibits implementing a protected right turn arrow during the east-west left turn signal phase. This could limit the potential for increasing capacity in the future. Additionally, queued vehicles in the outside through lane comprised of through and right turning vehicles can potentially impede access to the dedicated right turn lane reducing its effectiveness.
• The dual right turn lane option prohibits the extension of the northbound Class II bicycle lane up to the stop bar. The bike lane must end before the beginning of the dedicated right turn lane and bicyclists must merge with through traffic in a shared lane condition approaching and crossing the intersection. This eliminates the dedicated space for bicyclists and may discourage less experienced bicyclists from using the route.
Right Turn Lane Assessment Conclusion
The above assessment leads to the conclusion to provide a single dedicated northbound right turn lane for two primary reasons: 1) the ability to increase capacity and reduce queuing by providing a protected northbound right turn signal phase during the westbound left turn phase, and 2) the reduced impact on bicyclists with the single versus dual right turn lane.
Diaz Road Widening Project Traffic Impact Study | Page 20
4 APPENDICES
Appendix A: Traffic Counts
Appendix B: Intersection Capacity Analysis Calculations Appendix C: Queuing Analysis
Appendix D: Diaz Road Widening Engineering Plans
Appendix A:Traffic Counts
Appendix B: Intersection Capacity Calculations
DIAZ RD/ VINCENT MORAGA DR
RANCHO CALIFORNIA RD
131
Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 TOTALS
SB RIGHT
92 2278
SB THRU
2427
98 9589
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600
SB LEFT
NB THRU
NB RIGHT
EB THRU 420
885
258
EB RIGHT
64 37NB LEFT
WB RIGHT
WB LEFT
WB THRU
395
242
832
94 123
73 123
69 78
Victorville Office: 760.524.9100
1 2OF
CONDITION DIAGRAMS
EXISTING GEOMETRICS
SUBJECT BY
TURN MOVEMENTS TNM
Condition
TURN MOVEMENTS
131
100
N/S STREET
E/W STREET :
:
CONDITION AM PEAK HOUR:
Conditions
Year 2040
Existing
:
:
Future
Conditions
40 1
0.3%
:
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
RANCHO CALIFORNIA RD INTERSECTION
DIAZ RD/ VINCENT MORAGA DR PROJECTED GROWTH
PER YEAR
Scenario #
EB LEFT 122
Traffic
114
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
PHF : 0.97CONDITION:
0 0
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT
1 0 00 0 0 0 0 1 0 0 1
AM PEAK HOUR
E/W STREET : RANCHO CALIFORNIA RD N/S STREET : DIAZ RD/ VINCENT MORAGA DR
NORTH LEG SOUTH LEG
0 RT THRU LT RT THRU LT
1 0 0 0
THRU
0 0 0 0 0 0 0 0
RT THRU LT RTLT RT THRU LT
0 0 0 0 0
0 0 1 0 0 0 1 0 0 4 0 1 0 0 0 0 0 0 0
0 2 4 0 0
0 0 0 0 0
EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE 0 0 1 0 0 0 0 0 0 0 0
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT 0 1 0 0 1 0 4 3 0 0 0 1 0 1 0 0 0 0
3 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0
1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 0
2 3 0 0 0 0 6 1 0 0 0 2 0 0 0 0 0 0
NORTH LEG SOUTH LEG EAST LEG WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
20 102 32
25 19 31 23 16 8 57 221 29 22 106 20
21 23 25 15 21 7 51 204 33
24 83 29
20 28 29 14 17 10 52 188 30 28 100 30
23 19 25 20 9 12 65 209 31
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
RANCHO CALIFORNIA RD
EB LEFT 3 111 114 3%
EB THRU 4 391 395 1%
EB RIGHT 0 94 94 1%
WB LEFT 0 123 123 1%
DIAZ RD/ VINCENT MORAGA DR
WB THRU 10 822 832 1%
WB RIGHT 17 225 242 7%
NB LEFT 0 37 37 1%
NB THRU 1 63 64 2%
NB RIGHT 1 72 73 1%
SB LEFT 13 110 123 11%
SB THRU 3 89 92 3%
SB RIGHT 0 89 89 1%
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
HCM 6th Signalized Intersection Summary Synchro 10 Report 1: Vincent Moraga Dr/Diaz Rd & Rancho California Rd 01/29/2020 Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 114 395 94 123 832 242 37 64 73 123 92 89 Future Volume (veh/h) 114 395 94 123 832 242 37 64 73 123 92 89 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1930 1961 1810 1885 1885 1961 1885 1945 1796 1737 1856 1961 Adj Flow Rate, veh/h 118 407 97 127 858 249 38 66 75 127 95 92 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 1 1 1 1 1 1 2 2 11 3 1
Cap, veh/h 165 1143 270 158 1041 302 72 87 98 853 612 548 Arrive On Green 0.09 0.38 0.38 0.09 0.38 0.38 0.04 0.10 0.10 0.27 0.33 0.33 Sat Flow, veh/h 1838 2990 706 1795 2739 794 1795 831 944 3209 1856 1662 Grp Volume(v), veh/h 118 252 252 127 561 546 38 0 141 127 95 92 Grp Sat Flow(s),veh/h/ln 1838 1863 1834 1795 1791 1742 1795 0 1775 1605 1856 1662 Q Serve(g_s), s 6.2 9.7 9.8 6.9 28.3 28.3 2.1 0.0 7.7 3.0 3.6 2.9 Cycle Q Clear(g_c), s 6.2 9.7 9.8 6.9 28.3 28.3 2.1 0.0 7.7 3.0 3.6 2.9 Prop In Lane 1.00 0.39 1.00 0.46 1.00 0.53 1.00 1.00
Lane Grp Cap(c), veh/h 165 712 701 158 681 662 72 0 185 853 612 548 V/C Ratio(X) 0.71 0.35 0.36 0.80 0.82 0.83 0.53 0.00 0.76 0.15 0.16 0.17 Avail Cap(c_a), veh/h 165 712 701 251 681 662 72 0 515 853 612 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.2 22.1 22.1 44.8 28.0 28.0 47.1 0.0 43.6 28.1 23.7 13.2 Incr Delay (d2), s/veh 13.5 1.4 1.4 9.5 10.9 11.2 7.1 0.0 6.4 0.1 0.5 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 4.3 4.3 3.4 13.0 12.7 1.1 0.0 3.7 1.1 1.6 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.7 23.5 23.6 54.3 38.9 39.2 54.2 0.0 49.9 28.1 24.2 13.9 LnGrp LOS E C C D D D D A D C C B
Approach Vol, veh/h 622 1234 179 314
Approach Delay, s/veh 30.0 40.6 50.8 22.8
Approach LOS C D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.8 42.2 8.0 37.0 13.0 42.0 30.6 14.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 14.0 33.0 4.0 33.0 9.0 38.0 8.0 29.0 Max Q Clear Time (g_c+I1), s 8.9 11.8 4.1 5.6 8.2 30.3 5.0 9.7 Green Ext Time (p_c), s 0.1 2.8 0.0 0.7 0.0 3.8 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 36.2
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Synchro 10 Report 1: Vincent Moraga Dr/Diaz Rd & Rancho California Rd 06/25/2020 Diaz Road TOAR Future Condition, AM Peak
David Evans and Associates Inc.| TNM Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 420 100 131 885 258 40 69 78 131 98 95 Future Volume (veh/h) 122 420 100 131 885 258 40 69 78 131 98 95 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1930 1961 1810 1885 1885 1961 1885 1945 1796 1737 1856 1961 Adj Flow Rate, veh/h 128 442 105 138 932 272 42 73 82 138 103 100 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 3 1 1 1 1 1 1 2 2 11 3 1
Cap, veh/h 165 1123 265 170 1040 303 72 94 106 826 612 548 Arrive On Green 0.09 0.38 0.38 0.09 0.38 0.38 0.04 0.11 0.11 0.26 0.33 0.33 Sat Flow, veh/h 1838 2991 705 1795 2736 796 1795 836 940 3209 1856 1662 Grp Volume(v), veh/h 128 274 273 138 609 595 42 0 155 138 103 100 Grp Sat Flow(s),veh/h/ln 1838 1863 1834 1795 1791 1742 1795 0 1776 1605 1856 1662 Q Serve(g_s), s 6.8 10.8 10.9 7.5 32.0 32.2 2.3 0.0 8.5 3.3 3.9 3.2 Cycle Q Clear(g_c), s 6.8 10.8 10.9 7.5 32.0 32.2 2.3 0.0 8.5 3.3 3.9 3.2 Prop In Lane 1.00 0.38 1.00 0.46 1.00 0.53 1.00 1.00
Lane Grp Cap(c), veh/h 165 699 689 170 681 662 72 0 200 826 612 548 V/C Ratio(X) 0.77 0.39 0.40 0.81 0.89 0.90 0.58 0.00 0.78 0.17 0.17 0.18 Avail Cap(c_a), veh/h 165 699 689 251 681 662 72 0 515 826 612 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.5 22.9 22.9 44.4 29.1 29.2 47.2 0.0 43.1 28.8 23.8 13.3 Incr Delay (d2), s/veh 20.1 1.6 1.7 11.9 16.7 17.5 11.6 0.0 6.3 0.1 0.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 4.8 4.8 3.8 15.6 15.4 1.3 0.0 4.0 1.2 1.7 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.6 24.5 24.6 56.3 45.8 46.7 58.8 0.0 49.5 28.9 24.4 14.0 LnGrp LOS E C C E D D E A D C C B
Approach Vol, veh/h 675 1342 197 341
Approach Delay, s/veh 32.2 47.3 51.5 23.2
Approach LOS C D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.4 41.6 8.0 37.0 13.0 42.0 29.7 15.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 14.0 33.0 4.0 33.0 9.0 38.0 8.0 29.0 Max Q Clear Time (g_c+I1), s 9.5 12.9 4.3 5.9 8.8 34.2 5.3 10.5 Green Ext Time (p_c), s 0.1 3.0 0.0 0.8 0.0 2.4 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 40.4
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Synchro 10 Report1: Vincent Moraga Dr/Diaz Rd & Rancho California Rd06/26/2020Diaz Road TOARFuture Build Condition, AM PeakDavid Evans and Associates Inc.| TNMPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 122 420 100 131 885 258 40 69 78 131 98 95Future Volume (veh/h) 122 420 100 131 885 258 40 69 78 131 98 95Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1930 1961 1810 1885 1885 1961 1885 1945 1796 1737 1856 1961Adj Flow Rate, veh/h 128 442 105 138 932 272 42 73 82 138 103 100Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 3 1 1 1 1 1 1 2 2 11 3 1Cap, veh/h 192 1256 296 168 1119 326 74 92 103 742 557 498Arrive On Green 0.10 0.42 0.42 0.09 0.41 0.41 0.04 0.11 0.11 0.23 0.30 0.30Sat Flow, veh/h 1838 2991 705 1795 2736 796 1795 836 940 3209 1856 1662Grp Volume(v), veh/h 128 274 273 138 609 595 42 0 155 138 103 100Grp Sat Flow(s),veh/h/ln 1838 1863 1834 1795 1791 1742 1795 0 1776 1605 1856 1662Q Serve(g_s), s 7.4 11.0 11.2 8.3 33.5 33.7 2.5 0.0 9.4 3.8 4.5 3.7Cycle Q Clear(g_c), s 7.4 11.0 11.2 8.3 33.5 33.7 2.5 0.0 9.4 3.8 4.5 3.7Prop In Lane 1.00 0.38 1.00 0.46 1.00 0.53 1.00 1.00Lane Grp Cap(c), veh/h 192 782 770 168 733 713 74 0 196 742 557 498V/C Ratio(X) 0.67 0.35 0.35 0.82 0.83 0.83 0.57 0.00 0.79 0.19 0.19 0.20Avail Cap(c_a), veh/h 192 782 770 261 733 713 82 0 468 742 557 498HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 47.4 21.7 21.8 49.0 29.1 29.2 51.8 0.0 47.7 34.0 28.5 16.0Incr Delay (d2), s/veh 8.6 1.2 1.3 11.3 10.6 11.1 7.4 0.0 7.1 0.1 0.7 0.9Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.8 4.9 4.9 4.1 15.3 15.1 1.3 0.0 4.5 1.4 2.1 2.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.0 22.9 23.0 60.2 39.7 40.3 59.2 0.0 54.8 34.1 29.3 16.9LnGrp LOS E C C E D D E A D C C BApproach Vol, veh/h 675 1342 197 341Approach Delay, s/veh 29.2 42.1 55.7 27.6Approach LOS C D E CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 14.3 50.2 8.5 37.0 15.5 49.0 29.4 16.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 16.0 40.0 5.0 33.0 11.0 45.0 9.0 29.0Max Q Clear Time (g_c+I1), s 10.3 13.2 4.5 6.5 9.4 35.7 5.8 11.4Green Ext Time (p_c), s 0.1 3.2 0.0 0.8 0.0 4.8 0.1 0.8Intersection SummaryHCM 6th Ctrl Delay 37.8HCM 6th LOS D
2 :0.2%
OF
N/S STREET :
:
PROJECTED GROWTH
PER YEARPM PEAK HOUR
WB THRU 661
WB RIGHT 161
WB LEFT
Victorville Office: 760.524.9100
SUBJECT BY
1 TURN MOVEMENTS TNM 1
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Condition Year 2040
EB THRU 807
TURN MOVEMENTS
CONDITION :
56 841
Condition
128
94 168
689
106
DIAZ RD/ VINCENT MORAGA DR
RANCHO CALIFORNIA RD
Future
SB RIGHT 131
TOTALS 2587 2701
137
92 132
NB RIGHT 126 132
SB LEFT 126
121
SB THRU
NB LEFT 90
NB THRU 116
88 111
EB RIGHT 53
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
EB LEFT 122
Scenario #
Existing
Condition Traffic
E/W STREET :INTERSECTION :RANCHO CALIFORNIA RD
DIAZ RD/ VINCENT MORAGA DR
RANCHO CALIFORNIA RD
EB LEFT 1 121
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
CONDITION : PM PEAK HOUR
0 0 0 1 2 0 0 0 0
1 3 0 1
NORTH LEG SOUTH LEG EAST LEG
PHF : 0.96
E/W STREET : RANCHO CALIFORNIA RD N/S STREET : DIAZ RD/ VINCENT MORAGA DR 2 0
0 0 0 0
0 0 0
0 0
THRU LT
0 0 0 0 0
1 0 0 0 0
RT
0 NORTH LEG SOUTH LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 1 0 0 0 1 0 0 1
0 0 1 0 0 0 1 0 0
0 2 1 1 0 0 0 0 0
RT
0 0 0 0 0
0 0 3 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0
0 EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 0 0 0 0
THRU LT
1 1 0 0 0 0 2 1 0 0 2 0 0 0 0 0 1
0 0 1 0 0 0 0 0
0 0 0 0
0 0 0 0 1
0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0
0 WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
10 190 30
33 22 29 28 27 20 38 158 22 10 204 28
31 19 31 31 29 25 37 149 27
14 214 32
30 20 24 35 29 22 40 179 31 19 194 31
35 24 32 30 30 23 40 165 26
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
122 1%
EB THRU 5 802 807 1%
EB RIGHT 0 53 53 1%
WB LEFT 0 106 106 1%
DIAZ RD/ VINCENT MORAGA DR
WB THRU 10 651 661 2%
WB RIGHT 6 155 161 4%
NB LEFT 0 90 90 1%
NB THRU 1 115 116 1%
NB RIGHT 2 124 126 2%
SB LEFT 10 116 126 8%
SB THRU 3 85 88 3%
SB RIGHT 2 129 131 2%
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
HCM 6th Signalized Intersection Summary Synchro 10 Report 1: Vincent Moraga Dr/Diaz Rd & Rancho California Rd 01/29/2020 Diaz Road TOAR Existing Condition, PM Peak
David Evans and Associates Inc.| TNM Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 122 807 53 106 661 161 90 116 126 126 88 131 Future Volume (veh/h) 122 807 53 106 661 161 90 116 126 126 88 131 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1961 1961 1810 1885 1870 1945 1885 1961 1810 1781 1856 1945 Adj Flow Rate, veh/h 127 841 55 110 689 168 94 121 131 131 92 136 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 2 2 1 1 1 8 3 2
Cap, veh/h 125 1031 67 141 855 208 85 327 354 200 729 648 Arrive On Green 0.07 0.29 0.29 0.08 0.30 0.30 0.05 0.38 0.38 0.06 0.39 0.39 Sat Flow, veh/h 1867 3549 232 1795 2833 690 1795 861 932 3291 1856 1648 Grp Volume(v), veh/h 127 441 455 110 432 425 94 0 252 131 92 136 Grp Sat Flow(s),veh/h/ln 1867 1863 1919 1795 1777 1746 1795 0 1793 1646 1856 1648 Q Serve(g_s), s 5.6 18.5 18.5 5.1 18.8 18.9 4.0 0.0 8.5 3.3 2.7 3.4 Cycle Q Clear(g_c), s 5.6 18.5 18.5 5.1 18.8 18.9 4.0 0.0 8.5 3.3 2.7 3.4 Prop In Lane 1.00 0.12 1.00 0.40 1.00 0.52 1.00 1.00
Lane Grp Cap(c), veh/h 125 541 558 141 536 527 85 0 681 200 729 648 V/C Ratio(X) 1.01 0.82 0.82 0.78 0.81 0.81 1.10 0.00 0.37 0.66 0.13 0.21 Avail Cap(c_a), veh/h 125 687 708 256 804 790 85 0 681 313 729 648 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.2 27.7 27.7 38.0 27.0 27.1 40.0 0.0 18.8 38.6 16.3 9.1 Incr Delay (d2), s/veh 83.7 6.0 5.9 9.0 3.7 3.8 126.9 0.0 0.3 3.6 0.4 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 8.5 8.8 2.4 7.7 7.6 4.7 0.0 3.5 1.4 1.1 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 122.9 33.7 33.6 47.0 30.7 30.8 166.9 0.0 19.1 42.2 16.6 9.8 LnGrp LOS F C C D C C F A B D B A
Approach Vol, veh/h 1023 967 346 359
Approach Delay, s/veh 44.7 32.6 59.3 23.4
Approach LOS D C E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.6 28.4 8.0 37.0 9.6 29.4 9.1 35.9 Change Period (Y+Rc), s 4.0 * 4 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 12.0 * 31 4.0 33.0 4.0 38.0 8.0 29.0 Max Q Clear Time (g_c+I1), s 7.1 20.5 6.0 5.4 7.6 20.9 5.3 10.5 Green Ext Time (p_c), s 0.1 3.9 0.0 0.9 0.0 4.5 0.1 1.4 Intersection Summary
HCM 6th Ctrl Delay 39.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th Signalized Intersection Summary Synchro 10 Report1: Vincent Moraga Dr/Diaz Rd & Rancho California Rd06/25/2020Diaz Road TOARFuture Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 128 841 56 111 689 168 94 121 132 132 92 137Future Volume (veh/h) 128 841 56 111 689 168 94 121 132 132 92 137Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1961 1961 1810 1885 1870 1945 1885 1961 1810 1781 1856 1945Adj Flow Rate, veh/h 135 885 59 117 725 177 99 127 139 139 97 144Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 1 1 1 1 2 2 1 1 1 8 3 2Cap, veh/h 131 1306 87 146 1076 263 108 282 308 200 612 544Arrive On Green 0.07 0.37 0.37 0.08 0.38 0.38 0.06 0.33 0.33 0.06 0.33 0.33Sat Flow, veh/h 1867 3544 236 1795 2832 691 1795 856 936 3291 1856 1648Grp Volume(v), veh/h 135 465 479 117 455 447 99 0 266 139 97 144Grp Sat Flow(s),veh/h/ln 1867 1863 1918 1795 1777 1746 1795 0 1792 1646 1856 1648Q Serve(g_s), s 7.0 21.0 21.0 6.4 21.3 21.3 5.5 0.0 11.7 4.1 3.7 5.0Cycle Q Clear(g_c), s 7.0 21.0 21.0 6.4 21.3 21.3 5.5 0.0 11.7 4.1 3.7 5.0Prop In Lane 1.00 0.12 1.00 0.40 1.00 0.52 1.00 1.00Lane Grp Cap(c), veh/h 131 686 707 146 675 663 108 0 590 200 612 544V/C Ratio(X) 1.03 0.68 0.68 0.80 0.67 0.67 0.92 0.00 0.45 0.70 0.16 0.26Avail Cap(c_a), veh/h 131 686 707 215 675 663 108 0 590 263 612 544HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 46.5 26.6 26.6 45.1 25.8 25.8 46.8 0.0 26.4 46.1 23.7 14.8Incr Delay (d2), s/veh 87.7 5.3 5.2 12.3 5.3 5.4 61.6 0.0 0.5 5.1 0.6 1.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 6.3 9.8 10.1 3.2 9.2 9.1 4.3 0.0 5.0 1.8 1.6 2.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 134.2 31.9 31.7 57.4 31.1 31.2 108.3 0.0 27.0 51.2 24.2 16.0LnGrp LOS F C C E C C F A C D C BApproach Vol, veh/h 1079 1019 365 380Approach Delay, s/veh 44.6 34.2 49.0 31.0Approach LOS D C D CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 12.1 40.9 10.0 37.0 11.0 42.0 10.1 36.9Change Period (Y+Rc), s 4.0 * 4 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 12.0 * 34 6.0 33.0 7.0 38.0 8.0 31.0Max Q Clear Time (g_c+I1), s 8.4 23.0 7.5 7.0 9.0 23.3 6.1 13.7Green Ext Time (p_c), s 0.1 4.2 0.0 0.9 0.0 4.5 0.1 1.5Intersection SummaryHCM 6th Ctrl Delay 39.6HCM 6th LOS DNotes* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th Signalized Intersection Summary Synchro 10 Report1: Vincent Moraga Dr/Diaz Rd & Rancho California Rd06/26/2020Diaz Road TOARFuture Build Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 1Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 128 841 56 111 689 168 94 121 132 132 92 137Future Volume (veh/h) 128 841 56 111 689 168 94 121 132 132 92 137Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1961 1961 1810 1885 1870 1945 1885 1961 1810 1781 1856 1945Adj Flow Rate, veh/h 135 885 59 117 725 177 99 127 139 139 97 144Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 1 1 1 1 2 2 1 1 1 8 3 2Cap, veh/h 238 1422 95 145 1004 245 130 268 293 196 557 495Arrive On Green 0.13 0.40 0.40 0.08 0.35 0.35 0.07 0.31 0.31 0.06 0.30 0.30Sat Flow, veh/h 1867 3544 236 1795 2832 691 1795 856 936 3291 1856 1648Grp Volume(v), veh/h 135 465 479 117 455 447 99 0 266 139 97 144Grp Sat Flow(s),veh/h/ln 1867 1863 1918 1795 1777 1746 1795 0 1792 1646 1856 1648Q Serve(g_s), s 7.5 21.9 21.9 7.0 24.4 24.4 6.0 0.0 13.2 4.6 4.2 5.3Cycle Q Clear(g_c), s 7.5 21.9 21.9 7.0 24.4 24.4 6.0 0.0 13.2 4.6 4.2 5.3Prop In Lane 1.00 0.12 1.00 0.40 1.00 0.52 1.00 1.00Lane Grp Cap(c), veh/h 238 747 770 145 630 619 130 0 561 196 557 495V/C Ratio(X) 0.57 0.62 0.62 0.81 0.72 0.72 0.76 0.00 0.47 0.71 0.17 0.29Avail Cap(c_a), veh/h 238 747 770 212 630 619 163 0 561 269 557 495HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 45.1 26.3 26.3 49.7 30.8 30.8 50.1 0.0 30.5 50.8 28.4 15.1Incr Delay (d2), s/veh 3.2 3.9 3.8 13.4 7.0 7.2 14.7 0.0 0.6 5.2 0.7 1.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.6 10.1 10.4 3.6 11.0 10.8 3.2 0.0 5.7 2.0 1.9 3.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 48.3 30.2 30.1 63.1 37.8 38.0 64.7 0.0 31.1 56.0 29.1 16.5LnGrp LOS D C C E D D E A C E C BApproach Vol, veh/h 1079 1019 365 380Approach Delay, s/veh 32.4 40.8 40.2 34.2Approach LOS C D D CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 12.9 48.1 12.0 37.0 18.0 43.0 10.6 38.4Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 13.0 38.0 10.0 33.0 12.0 39.0 9.0 34.0Max Q Clear Time (g_c+I1), s 9.0 23.9 8.0 7.3 9.5 26.4 6.6 15.2Green Ext Time (p_c), s 0.1 4.9 0.0 0.9 0.1 4.1 0.1 1.5Intersection SummaryHCM 6th Ctrl Delay 36.6HCM 6th LOS D
FUTURE GEOMETRICS
2 10.3%
:
Scenario #
EB LEFT
Traffic
:
:
CONDITION AM PEAK HOUR
26 41NB LEFT
RANCHO WAY
:
Condition
Year 2040
Existing
:
:
Future
Conditions
26-Jun-20 IPWR0IPA-0001
INTERSECTION
DIAZ RD PROJECTED GROWTH
PER YEAR
Victorville Office: 760.524.9100
1 2
FUTURE BUILD GEOMETRICS
OF
CONDITION DIAGRAMS
EXISTING GEOMETRICS
SUBJECT BY
TURN MOVEMENTS TNM
Condition
TURN MOVEMENTS
N/S STREET
E/W STREET
DATE JOB NO. SHEET OF
Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 TOTALS
DIAZ RD
RANCHO WAY
0 0
SB RIGHT
293
793
SB THRU
24 Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600
SB LEFT
NB THRU
NB RIGHT
EB THRU
EB RIGHT
386
WB RIGHT
WB LEFT
WB THRU
0 0
0 23
0 148
46 12
8 106
445
62 339
48 158
304
122
1,798
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
SB THRU 17 276 293 6%
SB RIGHT 0 24 24 1%
NB RIGHT 0 0 0 0%
SB LEFT 0 0 0 0%
DIAZ RD
NB LEFT 1 40 41 2%
NB THRU 19 367 386 5%
WB THRU 0 0 0 0%
WB RIGHT 0 0 0 0%
EB RIGHT 0 23 23 1%
WB LEFT 0 0 0 0%
RANCHO WAY
EB LEFT 0 26 26 1%
EB THRU 0 0 0 0%
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
4 0 5
10 69 0 0 91 9 0 0 0 8 0 5
5 65 0 0 97 9 0 0 0
6 0 9
5 71 0 0 85 12 0 0 0 5 0 7
4 71 0 0 94 10 0 0 0
NORTH LEG SOUTH LEG EAST LEG WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0
RT THRU LT RT THRU LT RT THRU LTRT THRU LT RT THRU LT RT THRU LT 0 0 0 6 0
EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE 0 1 0 0 0 0 0 1 0 0 3
0 0 1 0 0 1 0 0 3 0 0 2 0 0 0 0 0 0 0
0 5 0 0 1 1
RT THRU LT RTLT RT THRU LT
0 0 0 0 4 0
RT THRU LT RT THRU LT
0 0 1 0
THRU
0 2 1 0 0 0 0
AM PEAK HOUR
E/W STREET : RANCHO WAY N/S STREET : DIAZ RD
NORTH LEG SOUTH LEG
0 1 0 0 1 0 0 1 0
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
PHF : 0.98CONDITION:
0 0
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT
0 1 0
HCM 6th Signalized Intersection Summary Synchro 10 Report 2: Diaz Rd & Rancho Way 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 26 23 41 386 293 24
Future Volume (veh/h) 26 23 41 386 293 24
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1885 1885 1870 1826 1811 1811
Adj Flow Rate, veh/h 27 23 42 394 299 24
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 1 1 2 5 6 6
Cap, veh/h 105 48 54 3088 2646 211
Arrive On Green 0.03 0.03 0.03 0.89 0.82 0.82
Sat Flow, veh/h 3483 1598 1781 3561 3318 258
Grp Volume(v), veh/h 27 23 42 394 159 164
Grp Sat Flow(s),veh/h/ln1742 1598 1781 1735 1721 1765
Q Serve(g_s), s 0.8 1.4 2.3 1.4 1.8 1.9
Cycle Q Clear(g_c), s 0.8 1.4 2.3 1.4 1.8 1.9
Prop In Lane 1.00 1.00 1.00 0.15
Lane Grp Cap(c), veh/h 105 48 54 3088 1411 1447
V/C Ratio(X) 0.26 0.48 0.78 0.13 0.11 0.11
Avail Cap(c_a), veh/h 1010 463 249 3088 1411 1447
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 47.4 47.7 48.2 0.7 1.8 1.8
Incr Delay (d2), s/veh 1.3 7.2 21.4 0.1 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.3 1.4 1.3 0.0 0.3 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 55.0 69.5 0.8 1.9 1.9
LnGrp LOS D D E A A A
Approach Vol, veh/h 50 436 323
Approach Delay, s/veh 51.6 7.4 1.9
Approach LOS D A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 93.0 7.0 7.0 86.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 63.0 29.0 14.0 45.0
Max Q Clear Time (g_c+I1), s 3.4 3.4 4.3 3.9
Green Ext Time (p_c), s 2.6 0.1 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Synchro 10 Report 2: Diaz Rd & Rancho Way 06/25/2020
Diaz Road TOAR Future Condition, AM Peak
David Evans and Associates Inc.| TNM Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 148 46 12 8 106 445 62 339 48 158 304 122 Future Volume (veh/h) 148 46 12 8 106 445 62 339 48 158 304 122 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1870 1870 1870 1870 1870 1870 1826 1826 1870 1811 1811 Adj Flow Rate, veh/h 156 48 13 8 112 468 65 357 51 166 320 128 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 2 2 2 2 2 2 5 5 2 6 6
Cap, veh/h 217 541 146 14 103 431 84 1084 154 195 1009 396 Arrive On Green 0.06 0.38 0.38 0.01 0.33 0.33 0.05 0.36 0.36 0.11 0.42 0.42 Sat Flow, veh/h 3483 1417 384 1781 315 1318 1781 3050 432 1781 2414 947 Grp Volume(v), veh/h 156 0 61 8 0 580 65 202 206 166 226 222 Grp Sat Flow(s),veh/h/ln1742 0 1801 1781 0 1633 1781 1735 1748 1781 1721 1641 Q Serve(g_s), s 4.8 0.0 2.4 0.5 0.0 36.0 4.0 9.3 9.5 10.1 9.7 10.0 Cycle Q Clear(g_c), s 4.8 0.0 2.4 0.5 0.0 36.0 4.0 9.3 9.5 10.1 9.7 10.0 Prop In Lane 1.00 0.21 1.00 0.81 1.00 0.25 1.00 0.58
Lane Grp Cap(c), veh/h 217 0 687 14 0 534 84 617 621 195 719 686 V/C Ratio(X) 0.72 0.00 0.09 0.57 0.00 1.09 0.78 0.33 0.33 0.85 0.31 0.32 Avail Cap(c_a), veh/h 222 0 687 65 0 534 146 617 621 227 719 686 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 50.6 0.0 21.8 54.4 0.0 37.0 51.8 25.9 25.9 48.1 21.4 21.5 Incr Delay (d2), s/veh 10.6 0.0 0.1 31.5 0.0 64.0 14.1 1.4 1.4 22.6 1.1 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 0.0 1.0 0.3 0.0 23.5 2.1 3.9 4.0 5.6 3.9 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.2 0.0 21.8 85.9 0.0 101.0 65.9 27.3 27.3 70.7 22.6 22.8 LnGrp LOS E A C F A F E C C E C C
Approach Vol, veh/h 217 588 473 614
Approach Delay, s/veh 50.2 100.8 32.6 35.7
Approach LOS D F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s16.1 43.1 4.9 46.0 9.2 50.0 10.8 40.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s14.0 37.0 4.0 39.0 9.0 42.0 7.0 36.0 Max Q Clear Time (g_c+I1), s12.1 11.5 2.5 4.4 6.0 12.0 6.8 38.0 Green Ext Time (p_c), s 0.1 2.2 0.0 0.3 0.0 2.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 56.8
HCM 6th LOS E
HCM 6th Signalized Intersection Summary Synchro 10 Report2: Diaz Rd & Rancho Way06/26/2020Diaz Road TOARFuture Build Condition, AM PeakDavid Evans and Associates Inc.| TNMPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 148 46 12 8 106 445 62 339 48 158 304 122Future Volume (veh/h) 148 46 12 8 106 445 62 339 48 158 304 122Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1885 1870 1870 1870 1870 1870 1870 1826 1870 1870 1811 1811Adj Flow Rate, veh/h 156 48 13 8 112 468 65 357 51 166 320 128Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 1 2 2 2 2 2 2 5 2 2 6 6Cap, veh/h 190 406 110 14 448 554 302 1562 693 196 944 370Arrive On Green 0.05 0.29 0.29 0.01 0.24 0.24 0.17 0.45 0.45 0.11 0.39 0.39Sat Flow, veh/h 3483 1417 384 1781 1870 1585 1781 3469 1538 1781 2414 947Grp Volume(v), veh/h 156 0 61 8 112 468 65 357 51 166 226 222Grp Sat Flow(s),veh/h/ln1742 0 1801 1781 1870 1585 1781 1735 1538 1781 1721 1641Q Serve(g_s), s 4.9 0.0 2.8 0.5 5.3 22.4 3.5 6.9 2.1 10.1 10.1 10.5Cycle Q Clear(g_c), s 4.9 0.0 2.8 0.5 5.3 22.4 3.5 6.9 2.1 10.1 10.1 10.5Prop In Lane 1.00 0.21 1.00 1.00 1.00 1.00 1.00 0.58Lane Grp Cap(c), veh/h 190 0 516 14 448 554 302 1562 693 196 673 641V/C Ratio(X) 0.82 0.00 0.12 0.57 0.25 0.84 0.22 0.23 0.07 0.85 0.34 0.35Avail Cap(c_a), veh/h 190 0 622 65 612 693 302 1562 693 243 673 641HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 51.5 0.0 29.0 54.4 33.8 19.1 39.4 18.5 17.2 48.0 23.5 23.6Incr Delay (d2), s/veh 24.1 0.0 0.1 31.5 0.3 7.8 0.4 0.3 0.2 19.9 1.4 1.5Initial 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/ln2.8 0.0 1.2 0.3 2.5 9.1 1.5 2.7 0.8 5.4 4.2 4.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 75.6 0.0 29.1 85.9 34.1 26.9 39.7 18.9 17.4 68.0 24.8 25.1LnGrp LOS E A C F C C D B B E C CApproach Vol, veh/h 217 588 473 614Approach Delay, s/veh 62.5 29.1 21.6 36.6Approach LOS E C C DTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s16.1 53.5 4.9 35.5 22.6 47.0 10.0 30.4Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s15.0 37.0 4.0 38.0 9.0 43.0 6.0 36.0Max Q Clear Time (g_c+I1), s12.1 8.9 2.5 4.8 5.5 12.5 6.9 24.4Green Ext Time (p_c), s 0.1 2.3 0.0 0.3 0.0 2.6 0.0 1.9Intersection SummaryHCM 6th Ctrl Delay 33.5HCM 6th LOS C
DIAZ RD
Future
SB RIGHT 25
TOTALS 811
23 NB THRU 377
339
0 WB RIGHT 0
WB LEFT
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
RANCHO WAY
EB LEFT 25
Scenario #
Existing
Condition Traffic
:
Condition
INTERSECTION :RANCHO WAY
Victorville Office: 760.524.9100
51 300
66 228
309
67 1,480
55 29
25 27
36 287
DIAZ RD
SB THRU
NB LEFT
EB RIGHT 22
NB RIGHT 0
SB LEFT 0
WB THRU
SUBJECT BY
2 TURN MOVEMENTS TNM 1
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Condition Year 2040
EB THRU 0
TURN MOVEMENTS
CONDITION :
N/S STREET :
:
PROJECTED GROWTH
PER YEARPM PEAK HOUR
0 E/W STREET
2 :5.5%
OF
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
SB THRU 11 328 339 3%
SB RIGHT 0 25 25 1%
NB RIGHT 0 0 0 0%
SB LEFT 0 0 0 0%
NB LEFT 0 23 23 1%
NB THRU 9 368 377 2%
WB LEFT 0 0 0 0%
DIAZ RD
WB THRU 0 0 0 0%
WB RIGHT 0 0 0 0%
25 16%
EB THRU 0 0 0 0%
EB RIGHT 2 20 22 9%
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
3 0 3
5 89 0 0 97 4 0 0 0 5 0 4
5 82 0 0 92 3 0 0 0
6 0 9
9 72 0 0 85 11 0 0 0 6 0 5
6 85 0 0 94 5 0 0 0
WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 2 0 0 0
0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
THRU LT
0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT 2 0 0 0 0
0 2 0 0 0 0 0 0 0 0 1 0 0 1 0 0 1 0
0 1 0 0 1 0 0 1 0
0 1 0 0 1 0 0 1 0
0 1 0 0 0 0 0 2 0
0 NORTH LEG SOUTH LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT THRU LT 1 0 0 0 0
0 0 0 1 0
RT
0 NORTH LEG SOUTH LEG EAST LEG
PHF : 0.96
E/W STREET : RANCHO WAY N/S STREET : DIAZ RD
0 0
0 1 0 0
1 0 0
0 0
RANCHO WAY
EB LEFT 4 21
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
CONDITION : PM PEAK HOUR
0 0 0 0 0 0 0 0 0
0 0 0
HCM 6th Signalized Intersection Summary Synchro 10 Report 2: Diaz Rd & Rancho Way 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 25 22 23 377 339 25
Future Volume (veh/h) 25 22 23 377 339 25
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1663 1767 1885 1870 1856 1856
Adj Flow Rate, veh/h 26 23 24 393 353 26
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 16 9 1 2 3 3
Cap, veh/h 123 60 41 2818 2287 168
Arrive On Green 0.04 0.04 0.02 0.79 0.69 0.69
Sat Flow, veh/h 3072 1497 1795 3647 3423 244
Grp Volume(v), veh/h 26 23 24 393 186 193
Grp Sat Flow(s),veh/h/ln1536 1497 1795 1777 1763 1812
Q Serve(g_s), s 0.4 0.7 0.6 1.2 1.8 1.8
Cycle Q Clear(g_c), s 0.4 0.7 0.6 1.2 1.8 1.8
Prop In Lane 1.00 1.00 1.00 0.13
Lane Grp Cap(c), veh/h 123 60 41 2818 1211 1244
V/C Ratio(X) 0.21 0.38 0.59 0.14 0.15 0.16
Avail Cap(c_a), veh/h 1859 906 150 2818 1211 1244
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.3 22.4 23.2 1.2 2.6 2.6
Incr Delay (d2), s/veh 0.8 4.0 12.6 0.1 0.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.1 0.1 0.4 0.0 0.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.1 26.4 35.7 1.3 2.9 2.9
LnGrp LOS C C D A A A
Approach Vol, veh/h 49 417 379
Approach Delay, s/veh 24.7 3.2 2.9
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 42.0 5.9 5.1 36.9
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 38.0 29.0 4.0 30.0
Max Q Clear Time (g_c+I1), s 3.2 2.7 2.6 3.8
Green Ext Time (p_c), s 2.5 0.1 0.0 2.0
Intersection Summary
HCM 6th Ctrl Delay 4.3
HCM 6th LOS A
HCM 6th Signalized Intersection Summary Synchro 10 Report2: Diaz Rd & Rancho Way06/25/2020Diaz Road TOARFuture Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 29 25 27 36 287 51 300 66 228 309 67Future Volume (veh/h) 55 29 25 27 36 287 51 300 66 228 309 67Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1663 1870 1870 1870 1870 1870 1885 1870 1870 1870 1856 1856Adj Flow Rate, veh/h 58 31 26 28 38 302 54 316 69 240 325 71Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 16 2 2 2 2 2 1 2 2 2 3 3Cap, veh/h 111 238 199 37 43 340 70 1250 269 269 1563 337Arrive On Green 0.04 0.25 0.25 0.02 0.24 0.24 0.04 0.43 0.43 0.15 0.54 0.54Sat Flow, veh/h 3072 940 788 1781 180 1432 1795 2908 626 1781 2884 622Grp Volume(v), veh/h 58 0 57 28 0 340 54 191 194 240 197 199Grp Sat Flow(s),veh/h/ln1536 0 1728 1781 0 1613 1795 1777 1758 1781 1763 1744Q Serve(g_s), s 2.0 0.0 2.8 1.7 0.0 22.4 3.3 7.6 7.8 14.5 6.3 6.5Cycle Q Clear(g_c), s 2.0 0.0 2.8 1.7 0.0 22.4 3.3 7.6 7.8 14.5 6.3 6.5Prop In Lane 1.00 0.46 1.00 0.89 1.00 0.36 1.00 0.36Lane Grp Cap(c), veh/h 111 0 437 37 0 383 70 764 755 269 955 945V/C Ratio(X) 0.52 0.00 0.13 0.75 0.00 0.89 0.77 0.25 0.26 0.89 0.21 0.21Avail Cap(c_a), veh/h 112 0 566 65 0 528 131 764 755 291 955 945HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 52.1 0.0 31.8 53.6 0.0 40.5 52.4 20.0 20.1 45.8 13.0 13.0Incr Delay (d2), s/veh 4.2 0.0 0.1 25.7 0.0 13.1 16.4 0.8 0.8 25.9 0.5 0.5Initial 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/ln0.9 0.0 1.2 1.0 0.0 10.2 1.8 3.1 3.2 8.1 2.4 2.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.3 0.0 31.9 79.3 0.0 53.7 68.7 20.8 20.9 71.7 13.5 13.5LnGrp LOS E A C E A D E C C E B BApproach Vol, veh/h 115 368 439 636Approach Delay, s/veh 44.2 55.6 26.8 35.5Approach LOS D E C DTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s20.6 51.3 6.3 31.8 8.3 63.6 8.0 30.1Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s18.0 36.0 4.0 36.0 8.0 46.0 4.0 36.0Max Q Clear Time (g_c+I1), s16.5 9.8 3.7 4.8 5.3 8.5 4.0 24.4Green Ext Time (p_c), s 0.1 2.0 0.0 0.3 0.0 2.2 0.0 1.7Intersection SummaryHCM 6th Ctrl Delay 38.4HCM 6th LOS D
HCM 6th Signalized Intersection Summary Synchro 10 Report2: Diaz Rd & Rancho Way06/26/2020Diaz Road TOARFuture Build Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 2Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 29 25 27 36 287 51 300 66 228 309 67Future Volume (veh/h) 55 29 25 27 36 287 51 300 66 228 309 67Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1663 1767 1767 1870 1870 1870 1885 1870 1870 1870 1856 1856Adj Flow Rate, veh/h 58 31 26 28 38 302 54 316 69 240 325 71Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 16 9 9 2 2 2 1 2 2 2 3 3Cap, veh/h 111 178 149 37 346 533 70 1714 743 269 1715 370Arrive On Green 0.04 0.20 0.20 0.02 0.18 0.18 0.04 0.48 0.48 0.15 0.59 0.59Sat Flow, veh/h 3072 888 745 1781 1870 1585 1795 3554 1540 1781 2884 622Grp Volume(v), veh/h 58 0 57 28 38 302 54 316 69 240 197 199Grp Sat Flow(s),veh/h/ln1536 0 1633 1781 1870 1585 1795 1777 1540 1781 1763 1744Q Serve(g_s), s 2.0 0.0 3.2 1.7 1.9 17.2 3.3 5.6 2.7 14.5 5.6 5.7Cycle Q Clear(g_c), s 2.0 0.0 3.2 1.7 1.9 17.2 3.3 5.6 2.7 14.5 5.6 5.7Prop In Lane 1.00 0.46 1.00 1.00 1.00 1.00 1.00 0.36Lane Grp Cap(c), veh/h 111 0 327 37 346 533 70 1714 743 269 1048 1037V/C Ratio(X) 0.52 0.00 0.17 0.75 0.11 0.57 0.77 0.18 0.09 0.89 0.19 0.19Avail Cap(c_a), veh/h 112 0 534 65 612 758 131 1714 743 291 1048 1037HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 52.1 0.0 36.5 53.6 37.3 30.0 52.4 16.2 15.4 45.8 10.2 10.2Incr Delay (d2), s/veh 4.2 0.0 0.3 25.7 0.1 1.0 16.4 0.2 0.2 25.9 0.4 0.4Initial 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/ln0.9 0.0 1.3 1.0 0.9 6.6 1.8 2.2 1.0 8.1 2.1 2.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.3 0.0 36.7 79.3 37.4 30.9 68.7 16.4 15.7 71.7 10.6 10.6LnGrp LOS E A D E D C E B B E B BApproach Vol, veh/h 115 368 439 636Approach Delay, s/veh 46.6 35.3 22.7 33.7Approach LOS D D C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s20.6 57.1 6.3 26.0 8.3 69.4 8.0 24.3Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s18.0 36.0 4.0 36.0 8.0 46.0 4.0 36.0Max Q Clear Time (g_c+I1), s16.5 7.6 3.7 5.2 5.3 7.7 4.0 19.2Green Ext Time (p_c), s 0.1 2.1 0.0 0.3 0.0 2.2 0.0 1.1Intersection SummaryHCM 6th Ctrl Delay 31.9HCM 6th LOS C
56 52
49 51
184
747
39 37
528
DIAZ RD
Future
Year 2040
Conditions
21 16
Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 TOTALS
SB RIGHT
243
911
SB THRU
45 Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 0 0
528
85 1621
85 1865
EB RIGHT
307
48NB LEFT
WB RIGHT
WB LEFT
WB THRU
51 49
13 52
184
747
56 0
0 0
Victorville Office: 760.524.9100
1 2
FUTURE BUILD GEOMETRICS
OF
CONDITION DIAGRAMS
EXISTING GEOMETRICS
SUBJECT BY
TURN MOVEMENTS TNM
Condition
TURN MOVEMENTS
SB LEFT
NB THRU
NB RIGHT
EB THRU 16
39 37
21 0
E/W STREET :
:
CONDITION AM PEAK HOUR
11 3:
DIAZ RD PROJECTED GROWTH
PER YEAR
VIA MONTEZUMA
Scenario #
EB LEFT
FUTURE GEOMETRICS
:
Conditions
Build
Existing
:
:
Future
Year 2040
Conditions
4.2%
Traffic
N/S STREET
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
VIA MONTEZUMA INTERSECTION
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
PHF : 0.94CONDITION:
0 0
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT
0 2 00 3 1 0 1 1 0 1 0
AM PEAK HOUR
E/W STREET : VIA MONTEZUMA N/S STREET : DIAZ RD
NORTH LEG SOUTH LEG
0 RT THRU LT RT THRU LT
0 0 2 0
THRU
0 1 1 0 0 0 0 0
RT THRU LT RTLT RT THRU LT
0 0 0 0 1
0 0 0 0 0 0 0 0 2 0 0 3 0 0 0 0 0 5 0
0 1 0 0 0
0 1 0 3 0
EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE 0 0 0 0 1 0 0 2 0 1 1
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0 0 0 0
3 0 0 2 0 1 1 0 0 0 0 1 0 0 0 0 0 0
0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1
NORTH LEG SOUTH LEG EAST LEG WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
1 3 1
13 56 10 12 76 15 5 12 15 1 3 1
10 62 8 9 73 12 16 14 14
4 6 4
9 48 9 7 62 9 14 10 11 5 4 1
13 64 8 10 80 10 9 13 10
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
VIA MONTEZUMA
EB LEFT 4 7 11 36%
EB THRU 0 16 16 1%
EB RIGHT 2 11 13 15%
WB LEFT 2 50 52 4%
DIAZ RD
WB THRU 0 49 49 1%
WB RIGHT 7 44 51 14%
NB LEFT 2 46 48 4%
NB THRU 16 291 307 5%
NB RIGHT 1 38 39 3%
SB LEFT 2 35 37 5%
SB THRU 13 230 243 5%
SB RIGHT 0 45 45 1%
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
HCM 6th TWSC Synchro 10 Report
3: Diaz Rd & Private Driveway/Via Montezuma 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 3
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 16 13 52 49 51 48 307 39 37 243 45 Future Vol, veh/h 11 16 13 52 49 51 48 307 39 37 243 45 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 20 20 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 90 90 - 0 110 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 81 81 81 81 81 81 81 81 81 81 81 81
Heavy Vehicles, % 40 1 1 5 1 7 2 6 2 14 5 2
Mvmt Flow 14 20 16 64 60 63 59 379 48 46 300 56
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1003 985 328 955 965 399 356 0 0 447 0 0 Stage 1 420 420 - 517 517 - - - - - - -
Stage 2 583 565 - 438 448 - - - - - - -
Critical Hdwy 7.5 6.51 6.21 7.15 6.51 6.27 4.12 - - 4.24 - - Critical Hdwy Stg 1 6.5 5.51 - 6.15 5.51 - - - - - - -
Critical Hdwy Stg 2 6.5 5.51 - 6.15 5.51 - - - - - - -
Follow-up Hdwy 3.86 4.009 3.309 3.545 4.009 3.363 2.218 - - 2.326 - - Pot Cap-1 Maneuver 188 249 716 235 256 640 1203 - - 1053 - - Stage 1 543 591 - 536 535 - - - - - - -
Stage 2 438 510 - 592 575 - - - - - - -
Platoon blocked, %- - - -
Mov Cap-1 Maneuver 126 222 716 196 228 628 1203 - - 1033 - - Mov Cap-2 Maneuver 126 222 - 196 228 - - - - - - -
Stage 1 516 564 - 500 499 - - - - - - -
Stage 2 329 476 - 534 549 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 25.4 33.4 1 1
HCM LOS D D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1203 - - 225 210 628 1033 - -
HCM Lane V/C Ratio 0.049 - - 0.219 0.594 0.1 0.044 - -
HCM Control Delay (s) 8.1 - - 25.4 44.5 11.4 8.6 - -
HCM Lane LOS A - - D E B A - -
HCM 95th %tile Q(veh) 0.2 - - 0.8 3.3 0.3 0.1 - -
HCM 6th TWSC Synchro 10 Report
3: Diaz Rd & Private Driveway/Via Montezuma 06/25/2020
Diaz Road TOAR Future Condition, AM Peak
David Evans and Associates Inc.| TNM Page 3
Intersection
Int Delay, s/veh 321.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 21 16 56 52 49 51 184 747 39 37 528 85 Future Vol, veh/h 21 16 56 52 49 51 184 747 39 37 528 85 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 90 90 - 0 110 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 36 2 15 2 2 2 4 5 2 2 5 1
Mvmt Flow 22 17 59 55 52 54 194 786 41 39 556 89
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1927 1894 601 1891 1897 786 645 0 0 827 0 0 Stage 1 679 679 - 1174 1174 - - - - - - -
Stage 2 1248 1215 - 717 723 - - - - - - -
Critical Hdwy 7.46 6.52 6.35 7.12 6.52 6.22 4.14 - - 4.12 - - Critical Hdwy Stg 1 6.46 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.46 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.824 4.018 3.435 3.518 4.018 3.318 2.236 - - 2.218 - - Pot Cap-1 Maneuver 41 70 477 ~ 53 69 392 931 - - 804 - - Stage 1 391 451 - 234 266 - - - - - - -
Stage 2 181 254 - 421 431 - - - - - - -
Platoon blocked, %- - - -
Mov Cap-1 Maneuver ~ 2 53 477 ~ 29 52 392 931 - - 804 - - Mov Cap-2 Maneuver ~ 2 53 - ~ 29 52 - - - - - - -
Stage 1 310 429 - 185 211 - - - - - - -
Stage 2 93 201 - 337 410 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s$ 5253.5 $ 719.3 1.9 0.6
HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 931 - - 9 37 392 804 - -
HCM Lane V/C Ratio 0.208 - -10.877 2.873 0.137 0.048 - - HCM Control Delay (s) 9.9 - -$ 5253.5$ 1074.7 15.6 9.7 - - HCM Lane LOS A - - F F C A - -
HCM 95th %tile Q(veh) 0.8 - - 13.8 12 0.5 0.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSCSynchro 10 Report3: Diaz Rd & Private Driveway06/26/2020Diaz Road TOARFuture Build Condition, AM PeakDavid Evans and Associates Inc.| TNMPage 3IntersectionInt Delay, s/veh 2.2Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 21 56 184 747 528 85Future Vol, veh/h 21 56 184 747 528 85Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - 150 - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 1 1 2 6 5 2Mvmt Flow 22 59 194 786 556 89 Major/Minor Minor2 Major1 Major2Conflicting Flow All 1382 323 645 0 - 0 Stage 1 601 - - - - - Stage 2 781 - - - - -Critical Hdwy 6.82 6.92 4.14 - - -Critical Hdwy Stg 1 5.82 - - - - -Critical Hdwy Stg 2 5.82 - - - - -Follow-up Hdwy 3.51 3.31 2.22 - - -Pot Cap-1 Maneuver 136 676 936 - - - Stage 1 513 - - - - - Stage 2 415 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 108 676 936 - - -Mov Cap-2 Maneuver 108 - - - - - Stage 1 407 - - - - - Stage 2 415 - - - - - Approach EB NB SBHCM Control Delay, s 23.2 1.9 0HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 936 - 278 - -HCM Lane V/C Ratio 0.207 - 0.292 - -HCM Control Delay (s) 9.8 - 23.2 - -HCM Lane LOS A - C - -HCM 95th %tile Q(veh) 0.8 - 1.2 - -
1628
129
61 20
51 62
581
53 44
475
2 :2.4%
OF
N/S STREET :
:
PROJECTED GROWTH
PER YEARPM PEAK HOUR
61 E/W STREET :INTERSECTION :VIA MONTEZUMA
DIAZ RD
Future
Future
Year 2040
Build
Conditions
79 44
Conditions
Victorville Office: 760.524.9100
SUBJECT BY
3 TURN MOVEMENTS TNM 1
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Condition Year 2040
EB THRU 44
TURN MOVEMENTS
CONDITION
SB THRU
NB LEFT 20
NB THRU 335
271
EB RIGHT 41
20 WB RIGHT 51
WB LEFT
0 0
62 581
DIAZ RD
NB RIGHT 53
SB LEFT 44
SB RIGHT 19
TOTALS 1011
0 475
29 1355
0 29
WB THRU
79 0
129
0 DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
VIA MONTEZUMA
EB LEFT 52
Scenario #
Existing
Condition Traffic
:
VIA MONTEZUMA
EB LEFT 1 51
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
CONDITION : PM PEAK HOUR
2 1 0 0 0 0 0 0 0
1 0 1 0
NORTH LEG SOUTH LEG EAST LEG
PHF : 0.97
E/W STREET : VIA MONTEZUMA N/S STREET : DIAZ RD
0 0
0 1 0 0
1 0 0
0 0
THRU LT
1 0 0 0 0
0 0 0 2 0
RT
0 NORTH LEG SOUTH LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 1 0 0 0 2 0 2 0
1 1 2 0 1 0 0 1 0
0 0 0 0 1 0 0 1 0
RT
4 0 0 0 0
0 0 0 0 0 0 0 0 0 1 2 0 0 1 0 0 1 0
0 EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 0 0 0 0
THRU LT
0 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0
0 0 0 0 0
0 1 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
0 WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
5 8 13
3 58 8 11 75 5 9 5 15 13 13 12
6 72 10 16 85 4 11 5 16
9 13 15
4 70 10 11 86 4 13 3 13 13 10 11
5 63 12 14 76 7 13 5 15
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
52 2%
EB THRU 0 44 44 1%
EB RIGHT 1 40 41 2%
WB LEFT 2 59 61 3%
DIAZ RD
WB THRU 2 18 20 10%
WB RIGHT 5 46 51 10%
NB LEFT 0 20 20 1%
NB THRU 13 322 335 4%
NB RIGHT 1 52 53 2%
SB LEFT 4 40 44 9%
SB THRU 8 263 271 3%
SB RIGHT 1 18 19 5%
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
HCM 6th TWSC Synchro 10 Report
3: Diaz Rd & Private Driveway/Via Montezuma 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 3
Intersection
Int Delay, s/veh 6.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 52 44 41 61 20 51 20 335 53 44 271 19 Future Vol, veh/h 52 44 41 61 20 51 20 335 53 44 271 19 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 20 20 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - 90 90 - 0 110 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 2 1 2 3 10 10 1 4 2 9 3 5
Mvmt Flow 54 45 42 63 21 53 21 345 55 45 279 20
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 831 841 289 830 796 365 299 0 0 420 0 0 Stage 1 379 379 - 407 407 - - - - - - -
Stage 2 452 462 - 423 389 - - - - - - -
Critical Hdwy 7.12 6.51 6.22 7.13 6.6 6.3 4.11 - - 4.19 - - Critical Hdwy Stg 1 6.12 5.51 - 6.13 5.6 - - - - - - -
Critical Hdwy Stg 2 6.12 5.51 - 6.13 5.6 - - - - - - -
Follow-up Hdwy 3.518 4.009 3.318 3.527 4.09 3.39 2.209 - - 2.281 - - Pot Cap-1 Maneuver 289 302 750 288 311 663 1268 - - 1103 - - Stage 1 643 616 - 619 584 - - - - - - -
Stage 2 587 566 - 607 595 - - - - - - -
Platoon blocked, %- - - -
Mov Cap-1 Maneuver 240 279 750 223 287 650 1268 - - 1082 - - Mov Cap-2 Maneuver 240 279 - 223 287 - - - - - - -
Stage 1 632 590 - 597 563 - - - - - - -
Stage 2 511 546 - 507 570 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 25 21.7 0.4 1.1
HCM LOS D C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1268 - - 319 236 650 1082 - -
HCM Lane V/C Ratio 0.016 - - 0.443 0.354 0.081 0.042 - - HCM Control Delay (s) 7.9 - - 25 28.4 11 8.5 - -
HCM Lane LOS A - - D D B A - -
HCM 95th %tile Q(veh) 0.1 - - 2.2 1.5 0.3 0.1 - -
HCM 6th TWSCSynchro 10 Report3: Diaz Rd & Private Driveway06/25/2020Diaz Road TOARFuture Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 3IntersectionInt Delay, s/veh 72.9Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 79 44 129 61 20 51 62 581 53 44 475 29Future Vol, veh/h 79 44 129 61 20 51 62 581 53 44 475 29Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - - - 0 90 - 0 110 - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2 1 4 2 2 3 5Mvmt Flow 83 46 136 64 21 54 65 612 56 46 500 31 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 1416 1406 516 1441 1365 612 531 0 0 668 0 0 Stage 1 608 608 - 742 742 - - - - - - - Stage 2 808 798 - 699 623 - - - - - - -Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.11 - - 4.12 - -Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - -Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - -Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.209 - - 2.218 - -Pot Cap-1 Maneuver 115 139 559 110 147 493 1042 - - 922 - - Stage 1 483 486 - 408 422 - - - - - - - Stage 2 375 398 - 430 478 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver ~ 83 124 559 ~ 54 131 493 1042 - - 922 - -Mov Cap-2 Maneuver ~ 83 124 - ~ 54 131 - - - - - - - Stage 1 453 462 - 383 396 - - - - - - - Stage 2 297 373 - 278 454 - - - - - - - Approach EB WB NB SBHCM Control Delay, s$ 353.7 216.4 0.8 0.7HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBRCapacity (veh/h) 1042 - - 164 63 493 922 - -HCM Lane V/C Ratio 0.063 - - 1.617 1.353 0.109 0.05 - -HCM Control Delay (s) 8.7 - -$ 353.7$ 344.4 13.2 9.1 - -HCM Lane LOS A - - F F B A - -HCM 95th %tile Q(veh) 0.2 - - 18.1 7.2 0.4 0.2 - -Notes~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th TWSCSynchro 10 Report3: Diaz Rd & Private Driveway06/26/2020Diaz Road TOARFuture Build Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 3IntersectionInt Delay, s/veh 3.9Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 79 129 62 581 475 29Future Vol, veh/h 79 129 62 581 475 29Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - 150 - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 2 1 4 3 5Mvmt Flow 83 136 65 612 500 31 Major/Minor Minor2 Major1 Major2Conflicting Flow All 952 266 531 0 - 0 Stage 1 516 - - - - - Stage 2 436 - - - - -Critical Hdwy 6.84 6.94 4.12 - - -Critical Hdwy Stg 1 5.84 - - - - -Critical Hdwy Stg 2 5.84 - - - - -Follow-up Hdwy 3.52 3.32 2.21 - - -Pot Cap-1 Maneuver 257 732 1040 - - - Stage 1 564 - - - - - Stage 2 619 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 241 732 1040 - - -Mov Cap-2 Maneuver 241 - - - - - Stage 1 529 - - - - - Stage 2 619 - - - - - Approach EB NB SBHCM Control Delay, s 23.1 0.8 0HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1040 - 413 - -HCM Lane V/C Ratio 0.063 - 0.53 - -HCM Control Delay (s) 8.7 - 23.1 - -HCM Lane LOS A - C - -HCM 95th %tile Q(veh) 0.2 - 3 - -
AVE ALVARADO
DIAZ RD
SB LEFT
NB THRU
NB RIGHT
EB THRU
SB RIGHT
299
895
SB THRU
0 1,927
505
17872
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 0 0
386
264
41 75
33 5
14 105
EB RIGHT
326
WB RIGHT
WB LEFT
52 Victorville Office: 760.524.9100
1 2
FUTURE BUILD GEOMETRICS
OF
CONDITION DIAGRAMS
EXISTING GEOMETRICS
SUBJECT BY
TURN MOVEMENTS TNM
Condition
TURN MOVEMENTS
N/S STREET
E/W STREET
DATE JOB NO. SHEET OF
Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 TOTALS
WB THRU
0 :
Conditions
Year 2040
Existing
:
:
Future
Conditions
26-Jun-20 IPWR0IPA-0001
INTERSECTION
DIAZ RD PROJECTED GROWTH
PER YEAR
FUTURE GEOMETRICS
118
4 2.8%
:
Scenario #
EB LEFT 203
Traffic
:
:
CONDITION AM PEAK HOUR
72 74NB LEFT
AVE ALVARADO
0 0
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
PHF : 0.99CONDITION:
0 0
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT
0 1 01 2 0 2 2 0 0 1 0
AM PEAK HOUR
E/W STREET : AVE ALVARADO N/S STREET : DIAZ RD
NORTH LEG SOUTH LEG
0 RT THRU LT RT THRU LT
0 0 1 0
THRU
0 1 1 0 0 0 0 2
RT THRU LT RTLT RT THRU LT
0 1 0 0 4
0 0 1 0 0 0 0 0 2 0 0 5 0 0 2 0 0 1 0
1 3 0 0 1
0 0 0 4 0
EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE 0 0 0 0 0 0 0 2 0 0 4
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
NORTH LEG SOUTH LEG EAST LEG WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
12 0 12
16 70 0 0 78 15 0 0 0 14 0 19
11 69 0 0 87 15 0 0 0
15 0 23
20 79 0 0 72 20 0 0 0 10 0 16
21 66 0 0 64 23 0 0 0
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
AVE ALVARADO
EB LEFT 2 70 72 3%
EB THRU 0 0 0 0%
EB RIGHT 1 51 52 2%
WB LEFT 0 0 0 0%
DIAZ RD
WB THRU 0 0 0 0%
WB RIGHT 0 0 0 0%
NB LEFT 1 73 74 1%
NB THRU 25 301 326 8%
NB RIGHT 0 0 0 0%
SB LEFT 0 0 0 0%
SB THRU 15 284 299 5%
SB RIGHT 4 68 72 6%
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
HCM 6th TWSC Synchro 10 Report
4: Diaz Rd & Avenue Alvarado 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 4
Intersection
Int Delay, s/veh 2.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 72 52 74 326 299 72
Future Vol, veh/h 72 52 74 326 299 72
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 - 80 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 99 99 99 99 99 99
Heavy Vehicles, % 3 2 1 8 5 6
Mvmt Flow 73 53 75 329 302 73
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 654 339 375 0 - 0
Stage 1 339 - - - - -
Stage 2 315 - - - - -
Critical Hdwy 6.645 6.23 4.115 - - -
Critical Hdwy Stg 1 5.445 - - - - -
Critical Hdwy Stg 2 5.845 - - - - -
Follow-up Hdwy 3.5285 3.3192.2095 - - -
Pot Cap-1 Maneuver 413 702 1188 - - -
Stage 1 718 - - - - -
Stage 2 711 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 387 702 1188 - - -
Mov Cap-2 Maneuver 475 - - - - -
Stage 1 673 - - - - -
Stage 2 711 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.5 1.5 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1188 - 550 - -
HCM Lane V/C Ratio 0.063 - 0.228 - -
HCM Control Delay (s) 8.2 - 13.5 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 0.9 - -
HCM 6th TWSC Synchro 10 Report
4: Diaz Rd & Avenue Alvarado/Overland 06/25/2020
Diaz Road TOAR Future Condition, AM Peak
David Evans and Associates Inc.| TNM Page 4
Intersection
Int Delay, s/veh 79.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 203 5 33 75 14 105 118 386 264 41 505 178 Future Vol, veh/h 203 5 33 75 14 105 118 386 264 41 505 178 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 150 - - 200 - - 150 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 3 2 2 2 2 2 1 8 2 2 5 6
Mvmt Flow 214 5 35 79 15 111 124 406 278 43 532 187
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1171 1644 626 1525 1598 342 719 0 0 684 0 0 Stage 1 712 712 - 793 793 - - - - - - -
Stage 2 459 932 - 732 805 - - - - - - -
Critical Hdwy 7.345 6.53 6.23 7.33 6.53 6.93 4.115 - - 4.13 - - Critical Hdwy Stg 1 6.145 5.53 - 6.53 5.53 - - - - - - - Critical Hdwy Stg 2 6.545 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.5285 4.019 3.319 3.519 4.019 3.3192.2095 - - 2.219 - - Pot Cap-1 Maneuver ~ 157 99 483 88 106 655 886 - - 907 - - Stage 1 420 435 - 349 399 - - - - - - -
Stage 2 550 344 - 412 394 - - - - - - -
Platoon blocked, %- - - -
Mov Cap-1 Maneuver ~ 98 81 483 ~ 67 87 655 886 - - 907 - - Mov Cap-2 Maneuver ~ 98 81 - ~ 67 87 - - - - - - -
Stage 1 361 415 - 300 343 - - - - - - -
Stage 2 376 296 - 360 375 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s$ 536.9 117.3 1.5 0.5
HCM LOS F F
Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 886 - - 98 292 67 370 907 - -
HCM Lane V/C Ratio 0.14 - - 2.18 0.137 1.178 0.339 0.048 - - HCM Control Delay (s) 9.7 - -$ 633.8 19.3 272.3 19.6 9.2 - - HCM Lane LOS A - - F C F C A - -
HCM 95th %tile Q(veh) 0.5 - - 18.7 0.5 6.2 1.5 0.1 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th Signalized Intersection Summary Synchro 10 Report4: Diaz Rd & Avenue Alvarado/Overland06/26/2020Diaz Road TOARFuture Build Condition, AM PeakDavid Evans and Associates Inc.| TNMPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 203 5 33 75 14 105 118 386 264 41 505 178Future Volume (veh/h) 203 5 33 75 14 105 118 386 264 41 505 178Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1856 1870 1870 1870 1870 1870 1885 1781 1870 1870 1826 1826Adj Flow Rate, veh/h 214 5 35 79 15 111 124 406 278 43 532 187Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 3 2 2 2 2 2 1 8 2 2 5 5Cap, veh/h 244 13 94 285 165 140 640 1185 789 517 714 250Arrive On Green 0.14 0.07 0.07 0.16 0.09 0.09 0.36 0.35 0.35 0.29 0.28 0.28Sat Flow, veh/h 1767 202 1414 1781 1870 1585 1795 3385 1530 1781 2520 882Grp Volume(v), veh/h 214 0 40 79 15 111 124 406 278 43 366 353Grp Sat Flow(s),veh/h/ln 1767 0 1616 1781 1870 1585 1795 1692 1530 1781 1735 1667Q Serve(g_s), s 14.2 0.0 2.8 4.7 0.9 8.2 5.7 10.6 0.0 2.1 23.0 23.1Cycle Q Clear(g_c), s 14.2 0.0 2.8 4.7 0.9 8.2 5.7 10.6 0.0 2.1 23.0 23.1Prop In Lane 1.00 0.88 1.00 1.00 1.00 1.00 1.00 0.53Lane Grp Cap(c), veh/h 244 0 108 285 165 140 640 1185 789 517 491 472V/C Ratio(X) 0.88 0.00 0.37 0.28 0.09 0.79 0.19 0.34 0.35 0.08 0.74 0.75Avail Cap(c_a), veh/h 353 0 579 285 483 409 640 1185 789 517 491 472HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 50.7 0.0 53.6 44.3 50.3 53.6 26.7 28.8 17.5 31.0 39.0 39.1Incr Delay (d2), s/veh 15.5 0.0 2.1 0.5 0.2 9.6 0.1 0.8 1.2 0.1 9.8 10.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.3 0.0 1.2 2.1 0.4 3.7 2.4 4.3 4.8 0.9 10.8 10.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 66.2 0.0 55.7 44.8 50.5 63.3 26.8 29.6 18.7 31.1 48.8 49.5LnGrp LOS E A E D D E C C B C D DApproach Vol, veh/h 254 205 808 762Approach Delay, s/veh 64.5 55.2 25.4 48.1Approach LOS E E C DTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 38.8 46.0 23.2 12.0 46.8 38.0 20.6 14.6Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 7.0 42.0 12.0 43.0 15.0 34.0 24.0 31.0Max Q Clear Time (g_c+I1), s 4.1 12.6 6.7 4.8 7.7 25.1 16.2 10.2Green Ext Time (p_c), s 0.0 3.6 0.1 0.2 0.1 2.7 0.3 0.4Intersection SummaryHCM 6th Ctrl Delay 41.9HCM 6th LOS D
OF
:INTERSECTION :AVE ALVARADO
DIAZ RD
2 1.6%
SUBJECT BY
4 TURN MOVEMENTS TNM 1
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Condition
0 E/W STREET
SB THRU
NB LEFT 67
NB THRU 377
284
WB THRU 0
WB RIGHT 0
:
EB THRU 0
TURN MOVEMENTS
CONDITION :
N/S STREET :
:
PROJECTED GROWTH
PER YEARPM PEAK HOUR
Future
Condition
71 36
42 13
Victorville Office: 760.524.9100
DIAZ RD
SB RIGHT 78
TOTALS 928 1,473
96 282
67 NB RIGHT 0 21
SB LEFT 0
603
146WB LEFT
76 20
EB RIGHT 60
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
AVE ALVARADO
EB LEFT 62
Scenario #
Existing
Condition Traffic
Year 2040
AVE ALVARADO
EB LEFT 4 58
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
CONDITION : PM PEAK HOUR
0 0 0 0 0 0 0 0 0
0 0 0 0
NORTH LEG SOUTH LEG EAST LEG
PHF : 0.98
E/W STREET : AVE ALVARADO N/S STREET : DIAZ RD
0 0
0 2 0 0
2 1 0
1 0
THRU LT
3 0 0 0 0
0 0 0 2 0
RT
0 NORTH LEG SOUTH LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT
1 1 0 0 2 0 0 1 0
0 3 0 0 1 0 0 2 0
1 0 0 0 1 0 0 1 0
RT
2 2 0 0 0
0 0 0 2 0 0 0 1 0 0 2 0 0 1 0 0 1 0
0 EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 0 0 0 0
THRU LT
0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0
0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0
0 WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
13 0 9
23 60 0 0 82 15 0 0 0 15 0 16
14 77 0 0 100 10 0 0 0
14 0 20
19 67 0 0 89 22 0 0 0 17 0 13
18 67 0 0 90 17 0 0 0
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
62 6%
EB THRU 0 0 0 0%
EB RIGHT 1 59 60 2%
WB LEFT 0 0 0 0%
DIAZ RD
WB THRU 0 0 0 0%
WB RIGHT 0 0 0 0%
NB LEFT 3 64 67 4%
NB THRU 16 361 377 4%
NB RIGHT 0 0 0 0%
SB LEFT 0 0 0 0%
SB THRU 13 271 284 5%
SB RIGHT 4 74 78 5%
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
HCM 6th TWSC Synchro 10 Report
4: Diaz Rd & Avenue Alvarado 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 4
Intersection
Int Delay, s/veh 2.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 62 60 67 377 284 78
Future Vol, veh/h 62 60 67 377 284 78
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 - 80 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 98 98 98 98 98 98
Heavy Vehicles, % 6 2 4 4 5 5
Mvmt Flow 63 61 68 385 290 80
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 659 330 370 0 - 0
Stage 1 330 - - - - -
Stage 2 329 - - - - -
Critical Hdwy 6.69 6.23 4.16 - - -
Critical Hdwy Stg 1 5.49 - - - - -
Critical Hdwy Stg 2 5.89 - - - - -
Follow-up Hdwy 3.557 3.319 2.238 - - -
Pot Cap-1 Maneuver 405 711 1174 - - -
Stage 1 717 - - - - -
Stage 2 692 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 382 711 1174 - - -
Mov Cap-2 Maneuver 470 - - - - -
Stage 1 675 - - - - -
Stage 2 692 - - - - -
Approach EB NB SB
HCM Control Delay, s 13.2 1.2 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1174 - 564 - -
HCM Lane V/C Ratio 0.058 - 0.221 - -
HCM Control Delay (s) 8.3 - 13.2 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.2 - 0.8 - -
HCM 6th TWSCSynchro 10 Report4: Diaz Rd & Avenue Alvarado/Overland06/25/2020Diaz Road TOARFuture Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 4IntersectionInt Delay, s/veh 39.7Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 71 20 76 146 13 42 36 603 21 67 282 96Future Vol, veh/h 71 20 76 146 13 42 36 603 21 67 282 96Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length 150 - - 200 - - 150 - - 150 - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95Heavy Vehicles, % 6 2 2 2 2 2 4 4 2 2 5 5Mvmt Flow 75 21 80 154 14 44 38 635 22 71 297 101 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 891 1223 348 1262 1262 329 398 0 0 657 0 0 Stage 1 490 490 - 722 722 - - - - - - - Stage 2 401 733 - 540 540 - - - - - - -Critical Hdwy 7.39 6.53 6.23 7.33 6.53 6.93 4.16 - - 4.13 - -Critical Hdwy Stg 1 6.19 5.53 - 6.53 5.53 - - - - - - -Critical Hdwy Stg 2 6.59 5.53 - 6.13 5.53 - - - - - - -Follow-up Hdwy 3.557 4.019 3.319 3.519 4.019 3.319 2.238 - - 2.219 - -Pot Cap-1 Maneuver 244 179 694 ~ 136 169 667 1146 - - 928 - - Stage 1 550 548 - 385 430 - - - - - - - Stage 2 588 425 - 525 520 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 195 160 694 ~ 100 151 667 1146 - - 928 - -Mov Cap-2 Maneuver 195 160 - ~ 100 151 - - - - - - - Stage 1 532 506 - 372 416 - - - - - - - Stage 2 513 411 - 411 480 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 24.3 266.4 0.4 1.4HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBRCapacity (veh/h) 1146 - - 195 409 100 369 928 - -HCM Lane V/C Ratio 0.033 - - 0.383 0.247 1.537 0.157 0.076 - -HCM Control Delay (s) 8.2 - - 34.5 16.7$ 360.5 16.6 9.2 - -HCM Lane LOS A - - D C F C A - -HCM 95th %tile Q(veh) 0.1 - - 1.7 1 11.7 0.6 0.2 - -Notes~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
HCM 6th Signalized Intersection Summary Synchro 10 Report4: Diaz Rd & Avenue Alvarado/Overland06/26/2020Diaz Road TOARFuture Build Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 71 20 76 146 13 42 36 603 21 67 282 96Future Volume (veh/h) 71 20 76 146 13 42 36 603 21 67 282 96Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1811 1870 1870 1870 1870 1870 1841 1841 1870 1870 1826 1826Adj Flow Rate, veh/h 75 21 80 154 14 44 38 635 22 71 297 101Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 6 2 2 2 2 2 4 4 2 2 5 5Cap, veh/h 197 28 107 185 136 115 565 1081 471 639 883 294Arrive On Green 0.11 0.08 0.08 0.10 0.07 0.07 0.32 0.31 0.31 0.36 0.35 0.35Sat Flow, veh/h 1725 340 1297 1781 1870 1585 1753 3497 1525 1781 2555 852Grp Volume(v), veh/h 75 0 101 154 14 44 38 635 22 71 200 198Grp Sat Flow(s),veh/h/ln 1725 0 1637 1781 1870 1585 1753 1749 1525 1781 1735 1673Q Serve(g_s), s 4.4 0.0 6.6 9.3 0.8 2.9 1.7 16.9 1.1 2.9 9.4 9.7Cycle Q Clear(g_c), s 4.4 0.0 6.6 9.3 0.8 2.9 1.7 16.9 1.1 2.9 9.4 9.7Prop In Lane 1.00 0.79 1.00 1.00 1.00 1.00 1.00 0.51Lane Grp Cap(c), veh/h 197 0 136 185 136 115 565 1081 471 639 599 578V/C Ratio(X) 0.38 0.00 0.75 0.83 0.10 0.38 0.07 0.59 0.05 0.11 0.33 0.34Avail Cap(c_a), veh/h 197 0 461 308 680 576 565 1081 471 639 599 578HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 45.1 0.0 49.3 48.3 47.6 48.6 25.8 32.1 26.6 23.6 26.6 26.7Incr Delay (d2), s/veh 1.2 0.0 7.9 9.2 0.3 2.1 0.0 2.3 0.2 0.1 1.5 1.6Initial 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 1.9 0.0 3.0 4.6 0.4 1.2 0.7 7.2 0.4 1.2 4.0 4.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 46.3 0.0 57.2 57.6 48.0 50.7 25.9 34.4 26.8 23.6 28.1 28.4LnGrp LOS D A E E D D C C C C C CApproach Vol, veh/h 176 212 695 469Approach Delay, s/veh 52.6 55.5 33.7 27.5Approach LOS D E C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 43.4 38.0 15.4 13.1 39.4 42.0 16.6 12.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 10.0 34.0 19.0 31.0 6.0 38.0 10.0 40.0Max Q Clear Time (g_c+I1), s 4.9 18.9 11.3 8.6 3.7 11.7 6.4 4.9Green Ext Time (p_c), s 0.0 3.5 0.2 0.5 0.0 2.2 0.0 0.2Intersection SummaryHCM 6th Ctrl Delay 37.0HCM 6th LOS D
103
5 1.9%
:
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
WINCHESTER RD INTERSECTION
DIAZ RD PROJECTED GROWTH
PER YEAR
45 Traffic
32 :
Conditions
Year 2040
Existing
:
:
Future
Conditions
WINCHESTER RD
Scenario #
EB LEFT
Victorville Office: 760.524.9100
1 2
FUTURE BUILD GEOMETRICS
OF
CONDITION DIAGRAMS
EXISTING GEOMETRICS
SUBJECT BY
TURN MOVEMENTS TNM
Condition
TURN MOVEMENTS
332
96 N/S STREET
E/W STREET :
:
CONDITION AM PEAK HOUR
SB LEFT
NB THRU
NB RIGHT
EB THRU 382
205
72 EB RIGHT
38 40NB LEFT
WB RIGHT
WB LEFT
WB THRU
273
51 146
68 237
326
71 134
457
Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 TOTALS
SB RIGHT
66 1,379
SB THRU
2,266
296
4431
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600
DIAZ RD
100
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
SB THRU 2 64 66 3%
SB RIGHT 1 30 31 3%
NB RIGHT 20 306 326 6%
SB LEFT 3 68 71 4%
NB LEFT 4 36 40 10%
NB THRU 5 33 38 13%
DIAZ RD
WB THRU 7 139 146 5%
WB RIGHT 0 51 51 1%
EB RIGHT 1 67 68 1%
WB LEFT 15 222 237 6%
WINCHESTER RD
EB LEFT 0 32 32 1%
EB THRU 8 265 273 3%
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
14 72 6
6 16 14 71 10 8 10 39 65 19 62 13
5 14 21 73 9 6 16 30 52
19 59 7
10 21 16 77 9 12 14 40 53 15 72 6
9 13 17 85 5 10 11 30 52
NORTH LEG SOUTH LEG EAST LEG WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
0 1 0 0 0 0 0 0 00 0 0 0 0 0 0 0 2
0 1 0 0 2 0 0 1 00 2 1 0 0 0 0 0 2
1 0 0 0 1 0 0 0 00 0 2 0 1 1 0 2 1
0 2 0 0 0 0 0 0 00 1 3 0 1 2 0 0 1
RT THRU LT RT THRU LT RT THRU LTRT THRU LT RT THRU LT RT THRU LT 0 0 5 0 0
EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE 0 0 0 0 0 0 0 0 0 3 0
0 1 0 0 0 0 0 0 0 0 4 1 0 0 1 1 0 1 0
0 1 0 0 0 1
RT THRU LT RTLT RT THRU LT
2 1 0 3 0 1
RT THRU LT RT THRU LT
0 0 0 0
THRU
1 0 1 0 0 0 1
AM PEAK HOUR
E/W STREET : WINCHESTER RD N/S STREET : DIAZ RD
NORTH LEG SOUTH LEG
0 0 3 0 1 0 0 0 0
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
PHF : 0.96CONDITION:
1 0
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT
1 0 0
HCM 6th Signalized Intersection Summary Synchro 10 Report 5: Diaz Rd & Winchester Road 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 273 68 237 146 51 40 38 326 71 66 31 Future Volume (veh/h) 32 273 68 237 146 51 40 38 326 71 66 31 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 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 1752 1707 1707 1841 1856 1856 1811 1826 1885 1885 1856 1856 Adj Flow Rate, veh/h 33 284 71 247 152 53 42 40 340 74 69 32 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 10 13 13 4 3 3 6 5 1 1 3 3
Cap, veh/h 40 748 184 317 931 313 150 1318 736 267 884 385 Arrive On Green 0.02 0.29 0.29 0.09 0.36 0.36 0.09 0.38 0.38 0.08 0.37 0.37 Sat Flow, veh/h 1668 2581 634 3401 2591 871 1725 3469 1545 3483 2389 1042 Grp Volume(v), veh/h 33 177 178 247 102 103 42 40 340 74 50 51 Grp Sat Flow(s),veh/h/ln 1668 1622 1593 1700 1763 1699 1725 1735 1545 1742 1763 1668 Q Serve(g_s), s 2.0 8.7 8.9 7.1 3.9 4.2 2.3 0.7 9.3 2.0 1.8 2.0 Cycle Q Clear(g_c), s 2.0 8.7 8.9 7.1 3.9 4.2 2.3 0.7 9.3 2.0 1.8 2.0 Prop In Lane 1.00 0.40 1.00 0.51 1.00 1.00 1.00 0.62
Lane Grp Cap(c), veh/h 40 470 462 317 633 610 150 1318 736 267 652 617 V/C Ratio(X) 0.82 0.38 0.39 0.78 0.16 0.17 0.28 0.03 0.46 0.28 0.08 0.08 Avail Cap(c_a), veh/h 100 470 462 408 633 610 150 1318 736 267 652 617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.6 28.3 28.4 44.3 21.8 21.9 42.7 19.4 7.8 43.5 20.4 20.5 Incr Delay (d2), s/veh 32.3 2.3 2.4 7.1 0.5 0.6 1.0 0.0 2.1 0.6 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 3.5 3.6 3.3 1.7 1.7 1.0 0.3 3.7 0.9 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.9 30.6 30.8 51.4 22.3 22.5 43.8 19.5 9.9 44.1 20.6 20.7 LnGrp LOS F C C D C C D B A D C C
Approach Vol, veh/h 388 452 422 175
Approach Delay, s/veh 35.0 38.3 14.2 30.6
Approach LOS C D B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.7 41.0 6.4 39.9 11.7 42.0 13.3 33.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 37.0 6.0 35.0 5.0 38.0 12.0 29.0 Max Q Clear Time (g_c+I1), s 4.3 4.0 4.0 6.2 4.0 11.3 9.1 10.9 Green Ext Time (p_c), s 0.0 0.5 0.0 1.2 0.0 1.4 0.2 1.8 Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C
HCM 6th Signalized Intersection Summary Synchro 10 Report 5: Diaz Rd & Winchester Road 06/25/2020
Diaz Road TOAR Future Condition, AM Peak
David Evans and Associates Inc.| TNM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 382 96 332 205 72 103 134 457 100 296 44 Future Volume (veh/h) 45 382 96 332 205 72 103 134 457 100 296 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 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 1885 1856 1856 1811 1826 1826 1752 1707 1811 1841 1856 1856 Adj Flow Rate, veh/h 47 402 101 349 216 76 108 141 481 105 312 46 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, % 1 3 3 6 5 5 10 13 6 4 3 3
Cap, veh/h 61 683 170 411 846 289 277 1472 864 156 1029 150 Arrive On Green 0.03 0.24 0.24 0.12 0.33 0.33 0.17 0.45 0.45 0.05 0.33 0.33 Sat Flow, veh/h 1795 2797 696 3346 2537 867 1668 3244 1489 3401 3087 451 Grp Volume(v), veh/h 47 252 251 349 146 146 108 141 481 105 177 181 Grp Sat Flow(s),veh/h/ln 1795 1763 1730 1673 1735 1670 1668 1622 1489 1700 1763 1774 Q Serve(g_s), s 3.1 15.1 15.4 12.3 7.3 7.7 6.9 3.0 24.2 3.6 8.9 9.1 Cycle Q Clear(g_c), s 3.1 15.1 15.4 12.3 7.3 7.7 6.9 3.0 24.2 3.6 8.9 9.1 Prop In Lane 1.00 0.40 1.00 0.52 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 61 431 423 411 578 557 277 1472 864 156 588 591 V/C Ratio(X) 0.77 0.58 0.59 0.85 0.25 0.26 0.39 0.10 0.56 0.67 0.30 0.31 Avail Cap(c_a), veh/h 120 431 423 641 578 557 277 1472 864 227 588 591 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.5 40.0 40.1 51.5 29.1 29.2 44.6 18.7 15.9 56.4 29.6 29.7 Incr Delay (d2), s/veh 7.6 5.7 6.0 3.8 1.0 1.1 0.3 0.1 2.6 1.9 1.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 7.1 7.1 5.3 3.2 3.3 2.8 1.1 8.3 1.6 3.9 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.1 45.7 46.1 55.3 30.2 30.4 44.9 18.9 18.5 58.2 31.0 31.0 LnGrp LOS E D D E C C D B B E C C
Approach Vol, veh/h 550 641 730 463
Approach Delay, s/veh 47.6 43.9 22.5 37.2
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.9 44.0 8.1 44.0 9.5 58.4 18.7 33.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 16.0 40.0 8.0 40.0 8.0 48.0 23.0 25.0 Max Q Clear Time (g_c+I1), s 8.9 11.1 5.1 9.7 5.6 26.2 14.3 17.4 Green Ext Time (p_c), s 0.1 2.8 0.0 1.8 0.0 4.0 0.5 1.7 Intersection Summary
HCM 6th Ctrl Delay 36.9
HCM 6th LOS D
HCM 6th Signalized Intersection Summary Synchro 10 Report5: Diaz Rd & Winchester Road06/26/2020Diaz Road TOARFuture Build Condition, AM PeakDavid Evans and Associates Inc.| TNMPage 5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 45 382 96 332 205 72 103 134 457 100 296 44Future Volume (veh/h) 45 382 96 332 205 72 103 134 457 100 296 44Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.97 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1752 1707 1707 1841 1856 1856 1811 1826 1885 1885 1856 1856Adj Flow Rate, veh/h 47 402 101 349 216 76 108 141 481 105 312 46Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 10 13 13 4 3 3 6 5 1 1 3 3Cap, veh/h 59 556 138 522 867 296 490 1356 849 321 1038 152Arrive On Green 0.04 0.22 0.22 0.15 0.34 0.34 0.15 0.39 0.39 0.09 0.34 0.34Sat Flow, veh/h 1668 2546 631 3401 2578 881 3346 3469 1546 3483 3087 451Grp Volume(v), veh/h 47 254 249 349 146 146 108 141 481 105 177 181Grp Sat Flow(s),veh/h/ln1668 1622 1556 1700 1763 1697 1673 1735 1546 1742 1763 1774Q Serve(g_s), s 3.1 16.0 16.4 10.6 6.6 6.9 3.1 2.8 4.9 3.1 8.1 8.3Cycle Q Clear(g_c), s 3.1 16.0 16.4 10.6 6.6 6.9 3.1 2.8 4.9 3.1 8.1 8.3Prop In Lane 1.00 0.41 1.00 0.52 1.00 1.00 1.00 0.25Lane Grp Cap(c), veh/h 59 354 339 522 593 571 490 1356 849 321 593 597V/C Ratio(X) 0.80 0.72 0.73 0.67 0.25 0.26 0.22 0.10 0.57 0.33 0.30 0.30Avail Cap(c_a), veh/h 106 354 339 618 593 571 490 1356 849 321 593 597HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 52.7 39.9 40.0 43.9 26.4 26.5 41.4 21.3 16.4 46.8 26.9 27.0Incr Delay (d2), s/veh 21.3 11.8 13.1 2.2 1.0 1.1 0.2 0.2 2.7 0.6 1.3 1.3Initial 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/ln1.6 7.4 7.3 4.6 2.9 3.0 1.3 1.1 7.9 1.3 3.5 3.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 74.0 51.7 53.2 46.1 27.4 27.6 41.6 21.4 19.1 47.3 28.2 28.3LnGrp LOS E D D D C C D C B D C CApproach Vol, veh/h 550 641 730 463Approach Delay, s/veh 54.3 37.6 22.9 32.6Approach LOS D D C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s20.1 41.0 7.9 41.0 14.1 47.0 20.9 28.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s13.0 37.0 7.0 37.0 7.0 43.0 20.0 24.0Max Q Clear Time (g_c+I1), s5.1 10.3 5.1 8.9 5.1 6.9 12.6 18.4Green Ext Time (p_c), s 0.2 1.9 0.0 1.8 0.0 2.7 0.8 1.4Intersection SummaryHCM 6th Ctrl Delay 36.0HCM 6th LOS D
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
WINCHESTER RD
EB LEFT 34
Scenario #
Existing
Condition Traffic
Future
:INTERSECTION :WINCHESTER RD
DIAZ RD
62 SB RIGHT 46
TOTALS 1,678 2,283
57 90
76 NB RIGHT 316 389
SB LEFT 61
445
Condition
42 55
68 434
Victorville Office: 760.524.9100
DIAZ RD
WB THRU 352
WB RIGHT 55
WB LEFT
272
SB THRU
NB LEFT 43
NB THRU 58
64 293
EB RIGHT 50
SUBJECT BY
5 TURN MOVEMENTS TNM 1
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Condition Year 2040
EB THRU 361
TURN MOVEMENTS
CONDITION :
N/S STREET :
:
PROJECTED GROWTH
PER YEARPM PEAK HOUR
238
E/W STREET
2 :1.1%
OF
SUBJECT BY DATE JOB NO. SHEET OF
TURN VOLUME SUMMARY TNM 26-Jun-20 IPWR0IPA-0001 2 OF 2
SB THRU 1 63 64 2%
SB RIGHT 0 46 46 1%
NB RIGHT 12 304 316 4%
SB LEFT 3 58 61 5%
NB LEFT 2 41 43 5%
NB THRU 1 57 58 2%
WB LEFT 12 226 238 5%
DIAZ RD
WB THRU 4 348 352 1%
WB RIGHT 0 55 55 1%
34 1%
EB THRU 3 358 361 1%
EB RIGHT 3 47 50 6%
TRUCK AUTO TRUCK
TOTAL VOLUMES TOTALS PERCENTAGE
9 91 12
14 18 14 65 17 10 15 99 44 13 100 6
10 16 15 78 12 11 16 91 65
16 79 10
13 15 15 87 12 11 14 80 61 9 88 6
9 14 14 74 16 9 10 78 56
WEST LEG
RT THRU LT RT THRU LT RT THRU LT RT THRU LT
1 0 0 0 0
0 0 2 0 0 0 0 0 2 0 1 0 0 0 0 0 0 0
0 1 0 0 0 0 1 0 1
1 0 0 0 0 0 1 0 0
THRU LT
0 1 2 0 0 1 0 0 2 0 0 0 0 0 0 0 0 0
EAST LEG WEST LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT 0 1 1 0 0
0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0
0 0 0 0 0 1 0 0 0
0 1 1 0 0 0 0 0 0
0 NORTH LEG SOUTH LEG
LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE LARGE 2 AXLE LARGE 3 AXLE LARGE 4(+) AXLE
RT THRU LT RT THRU LT RT THRU LT RT THRU LT RT THRU LT THRU LT 0 0 2 0 0
0 0 0 0 0
RT
0 NORTH LEG SOUTH LEG EAST LEG
PHF : 0.96
E/W STREET : WINCHESTER RD N/S STREET : DIAZ RD
1 1
4 0 1 0
0 0 2
1 0
WINCHESTER RD
EB LEFT 0 34
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Victorville Office: 760.524.9100
CONDITION : PM PEAK HOUR
0 1 0 0 0 1 0 0 1
0 2 0
HCM 6th Signalized Intersection Summary Synchro 10 Report 5: Diaz Rd & Winchester Road 01/29/2020
Diaz Road TOAR Existing Condition, AM Peak
David Evans and Associates Inc.| TNM Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 361 50 238 352 55 43 58 316 61 64 46 Future Volume (veh/h) 34 361 50 238 352 55 43 58 316 61 64 46 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.95 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 1826 1870 1870 1826 1870 1870 1826 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 35 376 52 248 367 57 45 60 329 64 67 48 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 5 2 2 5 2 2 5 1 1 1 1 1
Cap, veh/h 49 1237 170 490 1576 243 67 667 513 143 392 256 Arrive On Green 0.03 0.39 0.39 0.15 0.51 0.51 0.04 0.19 0.19 0.04 0.19 0.19 Sat Flow, veh/h 1739 3139 431 3374 3086 475 1739 3582 1510 3483 2075 1357 Grp Volume(v), veh/h 35 212 216 248 210 214 45 60 329 64 57 58 Grp Sat Flow(s),veh/h/ln 1739 1777 1793 1687 1777 1785 1739 1791 1510 1742 1791 1641 Q Serve(g_s), s 1.4 5.6 5.7 4.6 4.5 4.6 1.8 0.9 1.9 1.2 1.8 2.0 Cycle Q Clear(g_c), s 1.4 5.6 5.7 4.6 4.5 4.6 1.8 0.9 1.9 1.2 1.8 2.0 Prop In Lane 1.00 0.24 1.00 0.27 1.00 1.00 1.00 0.83
Lane Grp Cap(c), veh/h 49 700 706 490 908 912 67 667 513 143 338 310 V/C Ratio(X) 0.71 0.30 0.31 0.51 0.23 0.23 0.67 0.09 0.64 0.45 0.17 0.19 Avail Cap(c_a), veh/h 102 700 706 591 908 912 102 1829 1003 254 941 862 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 14.3 14.3 27.0 9.3 9.3 32.5 23.1 9.3 32.1 23.3 23.4 Incr Delay (d2), s/veh 17.0 1.1 1.1 0.8 0.6 0.6 11.0 0.1 1.3 2.2 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 2.2 2.2 1.8 1.7 1.7 0.9 0.4 2.4 0.5 0.7 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.0 15.4 15.4 27.8 9.9 9.9 43.6 23.1 10.6 34.3 23.5 23.7 LnGrp LOS D B B C A A D C B C C C
Approach Vol, veh/h 463 672 434 179
Approach Delay, s/veh 18.0 16.5 15.8 27.4
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.6 16.9 5.9 39.0 6.8 16.8 13.9 31.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 4.0 36.0 4.0 35.0 5.0 35.0 12.0 27.0 Max Q Clear Time (g_c+I1), s 3.8 4.0 3.4 6.6 3.2 3.9 6.6 7.7 Green Ext Time (p_c), s 0.0 0.6 0.0 2.7 0.0 1.5 0.4 2.2 Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary Synchro 10 Report5: Diaz Rd & Winchester Road06/25/2020Diaz Road TOARFuture Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 42 445 62 293 434 68 55 272 389 76 90 57Future Volume (veh/h) 42 445 62 293 434 68 55 272 389 76 90 57Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1826 1870 1870 1826 1870 1870 1826 1885 1885 1885 1885 1885Adj Flow Rate, veh/h 44 468 65 308 457 72 58 286 409 80 95 60Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 5 2 2 5 2 2 5 1 1 1 1 1Cap, veh/h 56 784 108 559 1180 185 74 1283 817 323 887 520Arrive On Green 0.03 0.25 0.25 0.17 0.38 0.38 0.04 0.36 0.36 0.09 0.41 0.41Sat Flow, veh/h 1739 3136 433 3374 3078 482 1739 3582 1543 3483 2172 1275Grp Volume(v), veh/h 44 264 269 308 263 266 58 286 409 80 77 78Grp Sat Flow(s),veh/h/ln 1739 1777 1792 1687 1777 1784 1739 1791 1543 1742 1791 1656Q Serve(g_s), s 3.0 15.7 15.9 10.1 12.8 13.0 4.0 6.7 0.0 2.6 3.2 3.5Cycle Q Clear(g_c), s 3.0 15.7 15.9 10.1 12.8 13.0 4.0 6.7 0.0 2.6 3.2 3.5Prop In Lane 1.00 0.24 1.00 0.27 1.00 1.00 1.00 0.77Lane Grp Cap(c), veh/h 56 444 448 559 681 684 74 1283 817 323 731 676V/C Ratio(X) 0.78 0.59 0.60 0.55 0.39 0.39 0.78 0.22 0.50 0.25 0.11 0.12Avail Cap(c_a), veh/h 116 444 448 675 681 684 159 1283 817 323 731 676HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 57.7 39.6 39.7 46.0 26.8 26.8 56.9 26.8 18.3 50.5 21.9 22.0Incr Delay (d2), s/veh 20.8 5.8 5.8 0.9 1.6 1.7 16.0 0.4 2.2 0.4 0.3 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.6 7.4 7.6 4.3 5.8 5.8 2.0 2.8 7.4 1.1 1.4 1.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 78.5 45.4 45.5 46.8 28.4 28.5 72.9 27.2 20.5 50.9 22.2 22.4LnGrp LOS E D D D C C E C C D C CApproach Vol, veh/h 577 837 753 235Approach Delay, s/veh 48.0 35.2 27.1 32.1Approach LOS D D C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s 9.1 53.0 7.9 50.0 15.1 47.0 23.9 34.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s 11.0 39.0 8.0 46.0 7.0 43.0 24.0 30.0Max Q Clear Time (g_c+I1), s 6.0 5.5 5.0 15.0 4.6 8.7 12.1 17.9Green Ext Time (p_c), s 0.0 0.8 0.0 3.5 0.0 3.4 0.8 2.4Intersection SummaryHCM 6th Ctrl Delay 35.4HCM 6th LOS D
HCM 6th Signalized Intersection Summary Synchro 10 Report5: Diaz Rd & Winchester Road06/26/2020Diaz Road TOARFuture Build Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 42 445 62 293 434 68 55 272 389 76 90 57Future Volume (veh/h) 42 445 62 293 434 68 55 272 389 76 90 57Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.97 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1826 1870 1870 1826 1870 1870 1826 1885 1885 1885 1885 1885Adj Flow Rate, veh/h 44 468 65 308 457 72 58 286 409 80 95 60Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 5 2 2 5 2 2 5 1 1 1 1 1Cap, veh/h 55 820 113 462 1134 178 111 1320 569 219 865 508Arrive On Green 0.03 0.26 0.26 0.14 0.37 0.37 0.03 0.37 0.37 0.06 0.40 0.40Sat Flow, veh/h 1739 3117 430 3374 3078 482 3374 3582 1544 3483 2172 1275Grp Volume(v), veh/h 44 266 267 308 263 266 58 286 409 80 77 78Grp Sat Flow(s),veh/h/ln1739 1777 1770 1687 1777 1784 1687 1791 1544 1742 1791 1656Q Serve(g_s), s 2.4 12.3 12.5 8.2 10.4 10.5 1.6 5.2 21.6 2.1 2.6 2.8Cycle Q Clear(g_c), s 2.4 12.3 12.5 8.2 10.4 10.5 1.6 5.2 21.6 2.1 2.6 2.8Prop In Lane 1.00 0.24 1.00 0.27 1.00 1.00 1.00 0.77Lane Grp Cap(c), veh/h 55 468 466 462 655 657 111 1320 569 219 714 660V/C Ratio(X) 0.80 0.57 0.57 0.67 0.40 0.41 0.52 0.22 0.72 0.36 0.11 0.12Avail Cap(c_a), veh/h 73 468 466 497 655 657 142 1320 569 219 714 660HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 45.7 30.3 30.4 38.9 22.2 22.3 45.2 20.6 25.8 42.7 18.0 18.0Incr Delay (d2), s/veh 34.8 4.9 5.1 3.1 1.8 1.9 3.7 0.4 7.6 1.0 0.3 0.4Initial 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/ln1.5 5.7 5.7 3.6 4.6 4.7 0.7 2.1 8.6 0.9 1.0 1.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 80.5 35.3 35.5 42.0 24.1 24.1 48.9 21.0 33.4 43.7 18.3 18.4LnGrp LOS F D D D C C D C C D B BApproach Vol, veh/h 577 837 753 235Approach Delay, s/veh 38.8 30.7 29.9 27.0Approach LOS D C C CTimer - Assigned Phs 1 2 3 4 5 6 7 8Phs Duration (G+Y+Rc), s7.1 41.9 7.0 39.0 10.0 39.0 17.0 29.0Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Max Green Setting (Gmax), s4.0 36.0 4.0 35.0 5.0 35.0 14.0 25.0Max Q Clear Time (g_c+I1), s3.6 4.8 4.4 12.5 4.1 23.6 10.2 14.5Green Ext Time (p_c), s 0.0 0.8 0.0 3.3 0.0 2.5 0.4 2.2Intersection SummaryHCM 6th Ctrl Delay 32.0HCM 6th LOS C
Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 TOTALS
SB RIGHT
2 72
SB THRU
414
207
43 Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600
SB LEFT
NB THRU
NB RIGHT
EB THRU 0
0 0
EB RIGHT
2 41NB LEFT
WB RIGHT
WB LEFT
WB THRU
0 0
0 23
0 0
0 117
0 0
Victorville Office: 760.524.9100
1 2
FUTURE BUILD GEOMETRICS
OF
CONDITION DIAGRAMS
EXISTING GEOMETRICS
SUBJECT BY
TURN MOVEMENTS TNM
Condition
TURN MOVEMENTS
0 30
N/S STREET
E/W STREET :
:
CONDITION AM PEAK HOUR
1 :
Conditions
Year 2040
Existing
:
:
Future
Conditions
54 6
1.4%
:
DENDY PKWY
DIAZ RD
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
DENDY PKWY INTERSECTION
DIAZ RD PROJECTED GROWTH
PER YEAR
Scenario #
EB LEFT 2
Traffic
HCM 6th TWSC Synchro 10 Report
6: Diaz Rd & Dendy Pkwy 06/25/2020
Diaz Road TOAR Future Condition, AM Peak
David Evans and Associates Inc.| TNM Page 6
Intersection
Int Delay, s/veh 1.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 30 54 117 207 4
Future Vol, veh/h 2 30 54 117 207 4
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 - 190 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 32 57 123 218 4
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 396 220 222 0 - 0
Stage 1 220 - - - - -
Stage 2 176 - - - - -
Critical Hdwy 6.63 6.23 4.13 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.219 - - -
Pot Cap-1 Maneuver 595 819 1346 - - -
Stage 1 816 - - - - -
Stage 2 837 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 570 819 1346 - - -
Mov Cap-2 Maneuver 570 - - - - -
Stage 1 782 - - - - -
Stage 2 837 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.7 2.5 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1346 - 797 - -
HCM Lane V/C Ratio 0.042 - 0.042 - -
HCM Control Delay (s) 7.8 - 9.7 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
HCM 6th TWSCSynchro 10 Report6: Diaz Rd & Dendy Pkwy06/26/2020Diaz Road TOARFuture Build Condition, AM PeakDavid Evans and Associates Inc.| TNMPage 6IntersectionInt Delay, s/veh 1.7Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 2 30 54 117 207 4Future Vol, veh/h 2 30 54 117 207 4Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - 190 - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 2 32 57 123 218 4 Major/Minor Minor2 Major1 Major2Conflicting Flow All 396 111 222 0 - 0 Stage 1 220 - - - - - Stage 2 176 - - - - -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 581 921 1344 - - - Stage 1 795 - - - - - Stage 2 837 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 557 921 1344 - - -Mov Cap-2 Maneuver 557 - - - - - Stage 1 762 - - - - - Stage 2 837 - - - - - Approach EB NB SBHCM Control Delay, s 9.2 2.5 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1344 - 885 - -HCM Lane V/C Ratio 0.042 - 0.038 - -HCM Control Delay (s) 7.8 - 9.2 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0.1 - 0.1 - -
2 :0.7%
OF
:INTERSECTION :DENDY PKWY
DIAZ RD
SUBJECT BY
6 TURN MOVEMENTS TNM 1
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Conditions Year 2040
EB THRU 0
TURN MOVEMENTS
CONDITION :
N/S STREET :
:
PROJECTED GROWTH
PER YEARPM PEAK HOUR
0 E/W STREET
0 Conditions
2 27
0 0
Victorville Office: 760.524.9100
DENDY PKWY
155
SB THRU
NB LEFT 23
NB THRU 1
1 0
EB RIGHT 22 26
SB RIGHT 2
TOTALS 50 399
3 186
0 NB RIGHT 0 0
SB LEFT 0
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
DIAZ RD
EB LEFT 1
Scenario #
Existing
Condition Traffic
WB THRU 0
WB RIGHT 0
WB LEFT
Future
HCM 6th TWSCSynchro 10 Report6: Diaz Rd & Dendy Pkwy06/25/2020Diaz Road TOARFuture Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 6IntersectionInt Delay, s/veh 1.2Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 2 26 27 155 186 3Future Vol, veh/h 2 26 27 155 186 3Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - 190 - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 2 28 29 168 202 3 Major/Minor Minor2 Major1 Major2Conflicting Flow All 346 204 205 0 - 0 Stage 1 204 - - - - - Stage 2 142 - - - - -Critical Hdwy 6.63 6.23 4.13 - - -Critical Hdwy Stg 1 5.43 - - - - -Critical Hdwy Stg 2 5.83 - - - - -Follow-up Hdwy 3.519 3.319 2.219 - - -Pot Cap-1 Maneuver 638 836 1365 - - - Stage 1 830 - - - - - Stage 2 871 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 625 836 1365 - - -Mov Cap-2 Maneuver 625 - - - - - Stage 1 813 - - - - - Stage 2 871 - - - - - Approach EB NB SBHCM Control Delay, s 9.6 1.1 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1365 - 816 - -HCM Lane V/C Ratio 0.022 - 0.037 - -HCM Control Delay (s) 7.7 - 9.6 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0.1 - 0.1 - -
HCM 6th TWSCSynchro 10 Report6: Diaz Rd & Dendy Pkwy06/26/2020Diaz Road TOARFuture Build Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 6IntersectionInt Delay, s/veh 1.1Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 2 26 27 155 186 3Future Vol, veh/h 2 26 27 155 186 3Conflicting Peds, #/hr 0 0 0 0 0 0Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length 0 - 190 - - -Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 2 27 28 163 196 3 Major/Minor Minor2 Major1 Major2Conflicting Flow All 336 100 199 0 - 0 Stage 1 198 - - - - - Stage 2 138 - - - - -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 634 936 1371 - - - Stage 1 816 - - - - - Stage 2 874 - - - - -Platoon blocked, % - - -Mov Cap-1 Maneuver 621 936 1371 - - -Mov Cap-2 Maneuver 621 - - - - - Stage 1 800 - - - - - Stage 2 874 - - - - - Approach EB NB SBHCM Control Delay, s 9.1 1.1 0HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBRCapacity (veh/h) 1371 - 903 - -HCM Lane V/C Ratio 0.021 - 0.033 - -HCM Control Delay (s) 7.7 - 9.1 - -HCM Lane LOS A - A - -HCM 95th %tile Q(veh) 0.1 - 0.1 - -
0 0
Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 TOTALS
SB RIGHT
1 8
SB THRU
0 Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 26 7
1 403
NB LEFT
WB RIGHT
WB LEFT
WB THRU
0 0
0 4
0 DIAZ RD
Victorville Office: 760.524.9100
1 2
FUTURE BUILD GEOMETRICS
OF
CONDITION DIAGRAMS
SUBJECT BY
TURN MOVEMENTS TNM
Condition
TURN MOVEMENTS
N/S STREET
E/W STREET :
:
CONDITION AM PEAK HOUR
SB LEFT
NB THRU
:
Conditions
Year 2040
Existing
:
:
Future
Conditions
7 1.4%
:
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
CHERRY ST INTERSECTION
DIAZ RD PROJECTED GROWTH
PER YEAR
Traffic
0 Scenario #
EB LEFT
CHERRY ST
NB RIGHT
EB THRU
EB RIGHT
1 1
10 10
194
14 21
13 22
84 2
HCM 6th TWSC Synchro 10 Report
7: Diaz Rd & Cherry St 06/25/2020
Diaz Road TOAR Future Condition, AM Peak
David Evans and Associates Inc.| TNM Page 7
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 10 10 194 14 21 13 22 84 26 7 1
Future Vol, veh/h 1 10 10 194 14 21 13 22 84 26 7 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - 200 - - 200 - - 200 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 11 11 204 15 22 14 23 88 27 7 1
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 176 201 8 168 157 67 8 0 0 111 0 0 Stage 1 62 62 - 95 95 - - - - - - -
Stage 2 114 139 - 73 62 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 786 695 1074 796 735 997 1612 - - 1479 - - Stage 1 949 843 - 912 816 - - - - - - -
Stage 2 891 782 - 937 843 - - - - - - -
Platoon blocked, %- - - -
Mov Cap-1 Maneuver 741 676 1074 763 715 997 1612 - - 1479 - - Mov Cap-2 Maneuver 741 676 - 763 715 - - - - - - -
Stage 1 940 828 - 904 809 - - - - - - -
Stage 2 848 775 - 899 828 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 9.5 11.1 0.8 5.7
HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1612 - - 825 763 861 1479 - -
HCM Lane V/C Ratio 0.008 - - 0.027 0.268 0.043 0.019 - - HCM Control Delay (s) 7.3 - - 9.5 11.4 9.4 7.5 - -
HCM Lane LOS A - - A B A A - -
HCM 95th %tile Q(veh) 0 - - 0.1 1.1 0.1 0.1 - -
HCM 6th TWSCSynchro 10 Report7: Diaz Rd & Cherry St06/26/2020Diaz Road TOARFuture Build Condition, AM PeakDavid Evans and Associates Inc.| TNMPage 7IntersectionInt Delay, s/veh 7.8Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 1 10 10 194 14 21 13 22 84 26 7 1Future Vol, veh/h 1 10 10 194 14 21 13 22 84 26 7 1Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 20 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - 200 - - 200 - - 200 - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 1 11 11 204 15 22 14 23 88 27 7 1 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 176 221 8 188 177 87 8 0 0 131 0 0 Stage 1 62 62 - 115 115 - - - - - - - Stage 2 114 159 - 73 62 - - - - - - -Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - -Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - -Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 786 678 1074 772 717 971 1612 - - 1454 - - Stage 1 949 843 - 890 800 - - - - - - - Stage 2 891 766 - 937 843 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 740 647 1074 725 684 953 1612 - - 1426 - -Mov Cap-2 Maneuver 740 647 - 725 684 - - - - - - - Stage 1 940 827 - 865 778 - - - - - - - Stage 2 846 745 - 899 827 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 9.6 11.5 0.8 5.8HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBRCapacity (veh/h) 1612 - - 804 725 823 1426 - -HCM Lane V/C Ratio 0.008 - - 0.027 0.282 0.045 0.019 - -HCM Control Delay (s) 7.3 - - 9.6 11.9 9.6 7.6 - -HCM Lane LOS A - - A B A A - -HCM 95th %tile Q(veh) 0 - - 0.1 1.2 0.1 0.1 - -
SUBJECT BY
7 TURN MOVEMENTS TNM 1
N/S STREET :
E/W STREET :
DATE JOB NO. SHEET OF
26-Jun-20 IPWR0IPA-0001
INTERSECTION
1 393
Los Angeles Office: 213.785.7887 ~ Ontario Office: 909.481.5750 ~ San Diego Office: 619.400.0600 Santa Clarita Office: 661.284.7400l ~ Temecula Office: 951.294.9300 ~ Tustin Office: 714.665.4500 Conditions
EB THRU 0
TURN MOVEMENTS
WB LEFT
11 EB RIGHT 2
0 Existing
Victorville Office: 760.524.9100
SB THRU
NB LEFT 1
NB THRU 1
1 SB RIGHT 0
TOTALS 5
NB RIGHT 0
SB LEFT 0
28 118
18 39
Condition Traffic
:CHERRY ST
DIAZ RD
CONDITION ::
PROJECTED GROWTH
PER YEARPM PEAK HOUR
2 :0.7%
OF
CHERRY ST
DIAZ RD
Future
Year 2040
Conditions
1 3
14 136
7 17
WB THRU 0
WB RIGHT 0
EB LEFT 0
Scenario #
HCM 6th TWSCSynchro 10 Report7: Diaz Rd & Cherry St06/25/2020Diaz Road TOARFuture Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 7IntersectionInt Delay, s/veh 5.4Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 1 3 14 136 7 17 11 28 118 18 39 1Future Vol, veh/h 1 3 14 136 7 17 11 28 118 18 39 1Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - 200 - - 200 - - 200 - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 1 3 15 143 7 18 12 29 124 19 41 1 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 208 257 42 204 195 91 42 0 0 153 0 0 Stage 1 80 80 - 115 115 - - - - - - - Stage 2 128 177 - 89 80 - - - - - - -Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - -Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - -Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 749 647 1029 754 700 967 1567 - - 1428 - - Stage 1 929 828 - 890 800 - - - - - - - Stage 2 876 753 - 918 828 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 718 633 1029 728 685 967 1567 - - 1428 - -Mov Cap-2 Maneuver 718 633 - 728 685 - - - - - - - Stage 1 922 817 - 883 794 - - - - - - - Stage 2 845 747 - 889 817 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 9 10.9 0.5 2.3HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBRCapacity (veh/h) 1567 - - 912 728 863 1428 - -HCM Lane V/C Ratio 0.007 - - 0.021 0.197 0.029 0.013 - -HCM Control Delay (s) 7.3 - - 9 11.2 9.3 7.6 - -HCM Lane LOS A - - A B A A - -HCM 95th %tile Q(veh) 0 - - 0.1 0.7 0.1 0 - -
HCM 6th TWSCSynchro 10 Report7: Diaz Rd & Cherry St06/26/2020Diaz Road TOARFuture Build Condition, PM PeakDavid Evans and Associates Inc.| TNMPage 7IntersectionInt Delay, s/veh 5.5Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Vol, veh/h 1 3 14 136 7 17 11 28 118 18 39 1Future Vol, veh/h 1 3 14 136 7 17 11 28 118 18 39 1Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 20 0 0 0Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free FreeRT Channelized - - None - - None - - None - - NoneStorage Length - - - 200 - - 200 - - 200 - -Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -Grade, % - 0 - - 0 - - 0 - - 0 -Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2Mvmt Flow 1 3 15 143 7 18 12 29 124 19 41 1 Major/Minor Minor2 Minor1 Major1 Major2Conflicting Flow All 208 277 42 224 215 111 42 0 0 173 0 0 Stage 1 80 80 - 135 135 - - - - - - - Stage 2 128 197 - 89 80 - - - - - - -Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - -Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - -Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -Pot Cap-1 Maneuver 749 631 1029 732 683 942 1567 - - 1404 - - Stage 1 929 828 - 868 785 - - - - - - - Stage 2 876 738 - 918 828 - - - - - - -Platoon blocked, %- - - -Mov Cap-1 Maneuver 716 606 1029 693 656 924 1567 - - 1377 - -Mov Cap-2 Maneuver 716 606 - 693 656 - - - - - - - Stage 1 922 816 - 845 764 - - - - - - - Stage 2 844 718 - 889 816 - - - - - - - Approach EB WB NB SBHCM Control Delay, s 9.1 11.2 0.5 2.4HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1WBLn2 SBL SBT SBRCapacity (veh/h) 1567 - - 902 693 826 1377 - -HCM Lane V/C Ratio 0.007 - - 0.021 0.207 0.031 0.014 - -HCM Control Delay (s) 7.3 - - 9.1 11.5 9.5 7.7 - -HCM Lane LOS A - - A B A A - -HCM 95th %tile Q(veh) 0 - - 0.1 0.8 0.1 0 - -
Appendix BIntersection Capacity Analysis Calculations
: Intersection Queuing Analysis
AM PM
95th%
Queue
95th%
Queue
1 Diaz Rd at Rancho California Rd SBL 240 137 136
SBL 79 85
SBTH 96 84
SBR 240 64 67
2 Diaz Rd at Rancho Way EBL 140 39 38
EBL 140 33 31
EBR 140 39 45
NBL 175 79 45
NBTH 59 73
NBTH 16 24
SBTH 41 38
SBTHR 32 35
3 Diaz Rd at Via Montezuma EBLTR 56 87
WBLTH 73 63
WBR 90 55 57
NBL 90 25 17
NBTH 1
NBR 7 7
SBL 120 29 33
SBTHR 3 1
4 Diaz Rd at Avenue Alvarado EBLR 85 83
NBL 80 53 46
NBTH 3 -
NBTH - -
SBTHR 13 11
5 Diaz Rd at Winchester Rd EBL 100 84 63
EBTH 201 161
EBTHR 140 246
WBL 250 172 157
WBL 250 133 104
WBTH 80 119
WBTHR 71 102
NBL 150 75 73
NBTH 49 51
NBTH 36 43
NBR 250 101 127
SBLT 175 49 29
SBLT 175 99 86
SBTH 69 77
SBTHR 39 53
Notes:
Storage lengths in (XXX) represent proposed storage (in feet) based on the conceptual design.
Shade cells represent movements where the 95th percentile queue exceeds storage length.
Intersection Queuing Analysis
Existing Conditions
Intersection/Movement Storage Length (ft)
AM PM
95th%
Queue
95th%
Queue
1 Diaz Rd at Rancho California Rd SBL 240 139 147
SBL 83 105
SBTH 104 94
SBR 240 62 73
2 Diaz Rd at Rancho Way EBL 140 109 73
EBL 140 89 56
EBTHR 72 82
WBL (200)87 75
WBTHR 613 276
NBL 175 99 91
NBTH 167 162
NBTHR 146 111
SBL (250)184 253
SBTH 137 128
SBTHR 173 121
3 Diaz Rd at Via Montezuma EBLTHR 132 156
WBLTH 238 91
WBR 124 52
NBL 90 68 39
NBTH - 1
NBR 2 3
SBL 110 28 3
SBTHR 13 8
4 Diaz Rd at Avenue Alvarado EBL (150)303 80
EBTHR 690 76
WBL (200)163 177
WBTHR 171 89
NBL 150 72 33
NBTH 40 5
NBTHR 18 2
SBL 150 51 54
SBTHR 41 20
5 Diaz Rd at Winchester Rd EBL 100 130 147
EBTH 256 280
EBTHR 213 220
WBL 250 221 195
WBL 250 181 155
WBTH 114 183
WBTHR 129 187
NBL 150 145 92
NBTH 84 112
NBTH 70 116
NBR 250 175 139
SBLT 175 75 65
SBLT 175 103 78
SBTH 182 73
SBTHR 139 61
6 Diaz Rd at Dendy Pkwy EBLR 43 42
NBL 190 32 25
NBTH - -
NBTH - -
SBTHR - -
7 Diaz Rd at Cherry St EBLTHR 41 38
WBL (200)68 59
WBTHR 45 41
NBL (200)5 6
NBTHR 4 2
SBL (200)19 20
SBTHR - -
Notes:
Storage lengths in (XXX) represent proposed storage (in feet) based on the conceptual design.
Shade cells represent movements where the 95th percentile queue exceeds storage length.
Intersection Queuing Analysis
Future Year 2040 No Build Conditions
Intersection/Movement Storage Length (ft)
AM PM
95th%
Queue
95th%
Queue
1 Diaz Rd at Rancho California Rd SBL 240 140 155
SBL 91 112
SBTH 99 99
SBR 240 60 73
2 Diaz Rd at Rancho Way EBL 140 90 55
EBL 140 135 113
EBTHR 86 101
WBL (200)29 64
WBTH 133 73
WBR 159 100
NBL 175 99 88
NBTH 161 130
NBTH 130 91
NBR (175)51 51
SBL (250)178 234
SBTH 113 94
SBTHR 154 101
3 Diaz Rd at Via Montezuma EBLR 68 116
NBL (150)84 42
NBTH - -
NBTH - -
SBTH 5 4
SBTHR 20 4
4 Diaz Rd at Avenue Alvarado EBL (150)215 107
EBTHR 138 107
WBL (200)104 166
WBTH 34 32
WBR 62 37
NBL (200)139 69
NBTH 96 132
NBTH 133 204
NBR (200)68 28
SBL (200)92 96
SBTH 244 110
SBTHR 284 130
5 Diaz Rd at Winchester Rd EBL 100 144 94
EBTH 290 232
EBTHR 242 188
WBL 250 221 179
WBL 250 257 214
WBTH 105 166
WBTHR 115 166
NBL 150 72 45
NBL 150 98 72
NBTH 104 114
NBTH 57 115
NBR 250 220 213
SBLT 175 69 56
SBLT 175 87 72
SBTH 135 55
SBTHR 151 71
6 Diaz Rd at Dendy Pkwy EBLR 48 45
NBL 190 38 24
NBTH - -
NBTH - -
SBTH - -
SBTHR - 2
7 Diaz Rd at Cherry St EBLTHR 39 36
WBL (200)65 60
WBTHR 43 40
NBL (200)3 5
NBTHR 10 17
SBL (200)14 13
SBTHR - -
Notes:
Storage lengths in (XXX) represent proposed storage (in feet) based on the conceptual design.
Shade cells represent movements where the 95th percentile queue exceeds storage length.
Intersection Queuing Analysis
Future Year 2040 Build Conditions
Storage Length (ft)Intersection/Movement
Appendix D: Diaz Road Widening Engineering Plans
®
Phone: 951.294.9300
Temecula California 92590-2553
41951 Remington Avenue Suite 220
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RANCHO CALIFORNIA RD
DIAZ ROAD
®
Phone: 951.294.9300
Temecula California 92590-2553
41951 Remington Avenue Suite 220
R
Knoww whats'belo .Call811beforeyoudig.
BUSINESS PARK DR
DIAZ ROAD
RANCHO CALIFORNIA RD
®
Phone: 951.294.9300
Temecula California 92590-2553
41951 Remington Avenue Suite 220
R
Knoww whats'belo .Call811beforeyoudig.
RANCHO WAY
DIAZ ROAD
DIAZ ROAD
RANCHO WAY
VIA DOS PICOS
®
Phone: 951.294.9300
Temecula California 92590-2553
41951 Remington Avenue Suite 220
R
Knoww whats'belo .Call811beforeyoudig.
VIA MONTEZUMA
DIAZ ROAD
DIAZ ROAD
®
Phone: 951.294.9300
Temecula California 92590-2553
41951 Remington Avenue Suite 220
R
Knoww whats'belo .Call811beforeyoudig.
OVERLAND
DIAZ ROAD
AVENIDA AL
V
A
R
A
D
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Temecula California 92590-2553
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13934‐02 VMT Eval
May 6, 2021
Mr. Gavin Powell
David Evans and Associates, Inc.
27574 Commerce Center Drive, Suite 235
Temecula, CA 92590
SUBJECT: DIAZ ROAD WIDENING RIVTAM MODELING AND VEHICLE MILES TRAVELED (VMT)
CALCULATIONS
Dear Mr. Gavin Powell:
The following vehicle miles traveled (VMT) analysis has been prepared for the proposed Diaz Road Widening (Project). The study corridor of Diaz Road, within the City of Temecula, extends from Rancho California Road to Cherry Street.
It is our understanding that the Diaz Road improvements will add lanes to intermittent existing segments with a single lane in each direction, expand intersections to accommodate planned connections across Murrieta Creek, and extend Diaz Road to Cherry Street (which currently does not exist west of Murrieta Creek).
Ultimately north of Cherry Street, Diaz Road will continue as Washington Avenue within the City of Murrieta. Cherry Street marks the City limit between Temecula and Murrieta and is planned as a Major Arterial to cross Murrieta Creek.
BACKGROUND
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018, which require all lead agencies to adopt VMT as a replacement for automobile delay‐based level of service (LOS) as the new measure for identifying transportation impacts for land use projects. This statewide mandate was implemented on July 1, 2020. To aid in this transition, the Governor’s Office of Planning and Research (OPR) released a Technical Advisory on Evaluating Transportation Impacts in CEQA (December of 2018) (Technical Advisory). (1)
Based on OPR’s Technical Advisory, the City of Temecula has prepared their Traffic Impact Analysis Guidelines (City Guidelines). (2) This analysis has been prepared based on the City Guidelines which were adopted in May 26, 2020.
PROJECT SCREENING
The City Guidelines are consistent with the VMT analysis methodology recommended by OPR. For CEQA analysis purposes, the City Guidelines require an assessment of the Project’s effect on VMT for roadway projects that have the potential to increase the total daily VMT. This applies for Projects that increase
Mr. Gavin Powell
David Evans and Associates, Inc.
May 6, 2021
13934‐02 VMT Eval
motor vehicle capacity, such as adding lanes which have the potential to increase vehicle travel or “induced vehicle travel”, such as the additional lanes on Diaz Road. The VMT assessment consists of two key steps: (1) Project Screening to determine if a full VMT analysis is required, and (2) CEQA VMT Analysis to fully evaluate project and cumulative effects on VMT, if necessary.
The Technical Advisory and City Guidelines provides details on appropriate “screening thresholds” that can be used to identify when a proposed land use project is anticipated to result in a less‐than‐significant impact without conducting a more detailed VMT analysis. Transportation projects that do not require VMT analysis are related to maintenance and repair of existing transportation assets, roadway safety / shoulder improvements, turn pockets, improvements for bicyclists / pedestrians / transit users, etc. rather than roadway lane projects.
The Project screening criteria is not met, and a more detailed VMT analysis will be prepared.
PROJECT VMT ASSESSMENT
RIVTAM is a useful tool to estimate VMT as it considers interaction between different land uses based on socio‐economic data such as population and employment. The City Guidelines identifies RIVTAM as the appropriate tool for conducting VMT analysis for land use projects in Riverside County.
Project VMT has been calculated using the most current version of RIVTAM. The With Project lane configurations and Without Project lane configurations have been coded into RIVTAM as shown on Table
1. TABLE 1: DIAZ ROAD PROJECT LANES
South Cross‐Street North Cross‐Street Existing /
Without Project With Project
Rancho California 1600' north of Rancho California 4 ln 4 ln 1600' north of Rancho California Via Montezuma 4 ln 4 ln Via Montezuma 300' south of Av Alvarado / Overland 2 ln 4 ln 300' south of Av Alvarado / Overland Dendy 4 ln 4 ln
Dendy Cherry 0 3 ln
PROJECT LANES IMPACT ON VMT
The City guidelines state that the threshold of significance for VMT impacts related to a transportation project is a net increase in total existing VMT for the area. Temecula is located in western Riverside County, which is also known as the WRCOG Region (WRCOG refers to the Western Riverside Council of Governments). Consistent with Technical Advisory recommendations, it is appropriate to measure the total net change in VMT related to the implementation of a transportation project.
Mr. Gavin Powell
David Evans and Associates, Inc.
May 6, 2021
13934‐02 VMT Eval.docx
Citywide VMT was extracted from the RIVTAM model for both “without Project” and “with Project” model runs. This procedure is commonly referred to as “boundary method” and includes the sum of all weekday VMT on a roadway network within a designated boundary (i.e., the WRCOG Region). The boundary method VMT includes all trips, including those trips that do not begin or end in the designated boundary.
The boundary method procedures are performed for 2012 and 2040 conditions, then interpolated for baseline (2020) conditions. Table 2 provides a comparison of total citywide VMT without and with the network changes proposed by the Project for the various years. The proposed Project is forecast to result in a net decrease in WRCOG region VMT of approximately 0.01%.
TABLE 2: WRCOG SUB‐REGIONAL VMT
Without Project With Project Variance
2012 VMT 38,063,599 38,070,155 +6,556
2040 VMT 64,113,185 64,086,704 ‐26,481
2020 Interpolated VMT 45,506,338 45,503,455 ‐2,883
2020 Project % Change ‐0.01%
To determine whether or not there is a significant impact using the boundary method, WRCOG Region VMT with the project lanes is compared to without project conditions. The WRCOG Region without Project lanes is estimated at 45,506,338, whereas with the Project lanes, the WRCOG Region VMT is estimated at 45,503,455. The project’s effect on VMT is not considered significant because it results in a cumulative sub‐region VMT decrease under the plus project condition compared to the no project condition.
POTENTIAL VMT REDUCTION STRATEGIES
Transportation demand management (TDM) strategies have been evaluated for the purpose of reducing VMT impacts determined to be potentially significant. The effectiveness of TDM strategies to reduce VMT are generally based on the Quantifying Greenhouse Gas Mitigation Measures (CAPCOA, 2010).
The following are the potential TDM measures that have the potential to be relevant to the proposed Project.
Measure 1: Provide Pedestrian Network Improvements. The Project plans include sidewalk connections and cross‐walks, so the Project could potentially experience a slight reduction in Project VMT, as noted by CAPCOA (Quantifying Greenhouse Gas Mitigation Measures, p. 186). Measure 2: Provide Traffic Calming Measure. There is limited opportunity for the Project to implement meaningful enhanced improvements related to traffic calming in this area. This measure is therefore not evaluated further as means of providing a reduction in Project VMT.
Mr. Gavin Powell
David Evans and Associates, Inc.
May 6, 2021
13934‐02 VMT Eval
Measure 3: Increase Transit Service Frequency and Speed. The area is currently served by Riverside Transit Agency (RTA), a public transit agency serving various jurisdictions within western Riverside County. As the Project has no control over the routes serviced or the frequency of public transit service, the measure is therefore not evaluated further as a means of providing a reduction in Project VMT.
It is also recognized that as the Project area and surrounding communities develop as envisioned under the City of Temecula general plan, new residential, office, retail, and industrial development would be implemented. These actions could collectively alter transportation patterns, improve the Region’s jobs/housing ratio, diminish VMT, and support implementation of new or alternative TDM measures.
There is no means, however, to quantify any VMT reductions that could result.
In summary, travel demand modeling of VMT for the Project based upon City of Temecula guidelines does not indicate a potential impact as VMT changes do not exceed VMT thresholds. The Project VMT not considered an impact.
If you have any questions, please contact us at (949) 375‐2435 for John or (714) 585‐0574 for Marlie.
Respectfully submitted,
URBAN CROSSROADS, INC.
John Kain, AICP Marlie Whiteman, PE
Principal Senior Associate
Mr. Gavin Powell
David Evans and Associates, Inc.
May 6, 2021
13934‐02 VMT Eval
REFERENCES
1. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA.
State of California : s.n., December 2018.
2. City of Temecula. Traffic Impact Analysis Guidelines. May 26, 2020.
City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
Ms. Patricia Garcia
Agua Caliente Band of Cahuilla Indians
5401 Dinah Shore Drive
Palm Springs, CA 92264
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete
R:\CIP DIVISION\PROJECTS\PW17\PW17-25 Diaz Road Expansion\1 - Design Files\V.a.6. AB 52\20200630 AB52 NOTIFICATION\20200630 CAHUILLA-AC - AB52 Notification.docx the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road and Cherry Street and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (north of Dendy Parkway), Diaz Road transitions to an unimproved dirt road.
All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e. wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL), and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders, and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines.
In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
The Assessor Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and APN 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 & -005, and 909-120-016, -021, -040, -051 & -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 & -056, and 921-740-002).
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CITY OF TEMECULA GENERAL PLAN
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City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
Mr. Michael Mirelez
Cultural Resource Coordinator
Torres Martinez Desert Cahuilla Indians
P.O. Box 1160
Thermal, CA 92274
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road
R:\CIP DIVISION\PROJECTS\PW17\PW17-25 Diaz Road Expansion\1 - Design Files\V.a.6. AB 52\20200630 AB52 NOTIFICATION\20200630 CAHUILLA-TMD - AB52 Notification.docx segment and extend the northwestern end of Cherry Street. The project would complete the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road and Cherry Street and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (north of Dendy Parkway), Diaz Road transitions to an unimproved dirt road.
All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e. wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL), and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders, and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines.
In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
The Assessor Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and APN 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 & -005, and 909-120-016, -021, -040, -051 & -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 & -056, and 921-740-002).
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Figure 1
Regional LocationI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig1_Regional.mxd DEA-12 4/21/2020 - RKSource: Base Map Layers (ESRI, 2013)K Diaz Road Expansion Project
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Project AreaI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig3_Aerial.mxdDEA-12 4/21/2020 -RKSource: Aerial (RCIT 2016) Diaz Road Expansion Project
0 800 Feet K
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Interchange Improvements
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Principal Arterial (6 Lanes divided)
Major Arterial (4 Lanes divided)
Secondary Arterial (4 Lanes undivided)
Modified Secondary Arterial (4 Lanes separated)
Limited Secondary Arterial (2 Lanes divided)
Collector (2 Lanes undivided)
Rural Highway (2 Lanes undivided)
City Boundary
Sphere of Influence
Planning Area
Source: Temecula GIS and Cotton/Bridges/Associates
CITY OF TEMECULA GENERAL PLAN
Figure C-2
Roadway Plan
CITY OF TEMECULA GENERAL PLAN
C-21
City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
Juaneño Band of Mission Indians - Acjachemen Nation
Joyce Perry, Tribal Manager
4955 Paseo Segovia
Irvine, CA 92603
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete
R:\CIP DIVISION\PROJECTS\PW17\PW17-25 Diaz Road Expansion\1 - Design Files\V.a.6. AB 52\20200630 AB52 NOTIFICATION\20200630 JUANENO 01 - AB52 Notification.docx the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road and Cherry Street and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (north of Dendy Parkway), Diaz Road transitions to an unimproved dirt road.
All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e. wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL), and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders, and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines.
In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
The Assessor Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and APN 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 & -005, and 909-120-016, -021, -040, -051 & -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 & -056, and 921-740-002).
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LakeMathews
CanyonLake
HemetLake
LakeElsinore LakeCahuilla
SkinnerReservoir
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Clark LakeO'NeillLake
DiamondValley Lake
Figure 1
Regional LocationI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig1_Regional.mxd DEA-12 4/21/2020 - RKSource: Base Map Layers (ESRI, 2013)K Diaz Road Expansion Project
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Project AreaI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig3_Aerial.mxdDEA-12 4/21/2020 -RKSource: Aerial (RCIT 2016) Diaz Road Expansion Project
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0 2,500 5,000 7,500 10,000
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Urban Arterial (8 Lanes divided)
Principal Arterial (6 Lanes divided)
Major Arterial (4 Lanes divided)
Secondary Arterial (4 Lanes undivided)
Modified Secondary Arterial (4 Lanes separated)
Limited Secondary Arterial (2 Lanes divided)
Collector (2 Lanes undivided)
Rural Highway (2 Lanes undivided)
City Boundary
Sphere of Influence
Planning Area
Source: Temecula GIS and Cotton/Bridges/Associates
CITY OF TEMECULA GENERAL PLAN
Figure C-2
Roadway Plan
CITY OF TEMECULA GENERAL PLAN
C-21
City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
Juaneño Band of Mission Indians - Acjachemen Nation
Matias Belardes, Chairperson
32161 Avenida Los Amigos
San Juan Capistrano, CA 92675
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete
R:\CIP DIVISION\PROJECTS\PW17\PW17-25 Diaz Road Expansion\1 - Design Files\V.a.6. AB 52\20200630 AB52 NOTIFICATION\20200630 JUANENO 02 - AB52 Notification.docx the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road and Cherry Street and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (north of Dendy Parkway), Diaz Road transitions to an unimproved dirt road.
All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e. wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL), and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders, and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines.
In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
The Assessor Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and APN 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 & -005, and 909-120-016, -021, -040, -051 & -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 & -056, and 921-740-002).
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SAN BERNARDINO
Santa Ana Mountains
San Bernardino Mountains
RIVERSIDE COUNTY
SAN DIEGO COUNTYRIVERSIDE COUNTY
O
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San Jacinto Mountains
Little San Bernardino Mountains
YUCCAVALLEY TWENTYNINEPALMS
TEMECULA
MURRIETA
NORCO MORENOVALLEY BANNING
BEAUMONT
PALM DESERTHEMET
SAN JACINTO
COACHELLA
PALMSPRINGSPERRIS
Pacific Ocean
Big Bear Lake MesquiteLake
CoyoteLake
LeeLake
Alvord
PerrisReservoir
LakeMathews
CanyonLake
HemetLake
LakeElsinore LakeCahuilla
SkinnerReservoir
Salton SeaVailLake
Clark LakeO'NeillLake
DiamondValley Lake
Figure 1
Regional LocationI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig1_Regional.mxd DEA-12 4/21/2020 - RKSource: Base Map Layers (ESRI, 2013)K Diaz Road Expansion Project
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Principal Arterial (6 Lanes divided)
Major Arterial (4 Lanes divided)
Secondary Arterial (4 Lanes undivided)
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Source: Temecula GIS and Cotton/Bridges/Associates
CITY OF TEMECULA GENERAL PLAN
Figure C-2
Roadway Plan
CITY OF TEMECULA GENERAL PLAN
C-21
City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
La Jolla Band of Luiseño Indians
Fred Nelson, Chairperson
22000 Highway 76
Pauma Valley, CA 92061
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete
R:\CIP DIVISION\PROJECTS\PW17\PW17-25 Diaz Road Expansion\1 - Design Files\V.a.6. AB 52\20200630 AB52 NOTIFICATION\20200630 LAJOLLA - AB52 Notification.docx the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road and Cherry Street and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (north of Dendy Parkway), Diaz Road transitions to an unimproved dirt road.
All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e. wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL), and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders, and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines.
In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
The Assessor Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and APN 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 & -005, and 909-120-016, -021, -040, -051 & -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 & -056, and 921-740-002).
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!?z ?Æ
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Figure 1
Regional LocationI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig1_Regional.mxd DEA-12 4/21/2020 - RKSource: Base Map Layers (ESRI, 2013)K Diaz Road Expansion Project
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Principal Arterial (6 Lanes divided)
Major Arterial (4 Lanes divided)
Secondary Arterial (4 Lanes undivided)
Modified Secondary Arterial (4 Lanes separated)
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Collector (2 Lanes undivided)
Rural Highway (2 Lanes undivided)
City Boundary
Sphere of Influence
Planning Area
Source: Temecula GIS and Cotton/Bridges/Associates
CITY OF TEMECULA GENERAL PLAN
Figure C-2
Roadway Plan
CITY OF TEMECULA GENERAL PLAN
C-21
City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
Pala Band of Mission Indians
Shasta Gaughen, THPO
35008 Pala Temecula Road PMB 50
Pala, CA 92059
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete
R:\CIP DIVISION\PROJECTS\PW17\PW17-25 Diaz Road Expansion\1 - Design Files\V.a.6. AB 52\20200630 AB52 NOTIFICATION\20200630 PALA - AB52 Notification.docx the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road and Cherry Street and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (north of Dendy Parkway), Diaz Road transitions to an unimproved dirt road.
All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e. wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL), and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders, and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines.
In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
The Assessor Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and APN 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 & -005, and 909-120-016, -021, -040, -051 & -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 & -056, and 921-740-002).
!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!?z ?Æ
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Little San Bernardino Mountains
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CoyoteLake
LeeLake
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LakeMathews
CanyonLake
HemetLake
LakeElsinore LakeCahuilla
SkinnerReservoir
Salton SeaVailLake
Clark LakeO'NeillLake
DiamondValley Lake
Figure 1
Regional LocationI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig1_Regional.mxd DEA-12 4/21/2020 - RKSource: Base Map Layers (ESRI, 2013)K Diaz Road Expansion Project
0 10 Miles
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Project AreaI:\PROJECTS\D\DEA\DEA-12_DiazRd\Map\NAHC\Fig3_Aerial.mxdDEA-12 4/21/2020 -RKSource: Aerial (RCIT 2016) Diaz Road Expansion Project
0 800 Feet K
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µFeet
0 2,500 5,000 7,500 10,000
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0 0.5 1 1.5 2
Interchange Improvements
Urban Arterial (8 Lanes divided)
Principal Arterial (6 Lanes divided)
Major Arterial (4 Lanes divided)
Secondary Arterial (4 Lanes undivided)
Modified Secondary Arterial (4 Lanes separated)
Limited Secondary Arterial (2 Lanes divided)
Collector (2 Lanes undivided)
Rural Highway (2 Lanes undivided)
City Boundary
Sphere of Influence
Planning Area
Source: Temecula GIS and Cotton/Bridges/Associates
CITY OF TEMECULA GENERAL PLAN
Figure C-2
Roadway Plan
CITY OF TEMECULA GENERAL PLAN
C-21
City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
Pauma Band of Luiseño Indians - Pauma & Yuima Reservation Temet Aguilar, Chairperson
PO Box 369
Pauma Valley, CA 92061
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete
R:\CIP DIVISION\PROJECTS\PW17\PW17-25 Diaz Road Expansion\1 - Design Files\V.a.6. AB 52\20200630 AB52 NOTIFICATION\20200630 PAUMA - AB52 Notification.docx the City’s only existing north-south corridor west of Murrieta Creek. North of Cherry Street, this north-south corridor is planned to continue as Washington Avenue within the City of Murrieta.
The project site encompasses the existing Diaz Road segment between Rancho California Road and Cherry Street and the adjacent areas into which the roadways would be widened. At the northernmost end of the project site (north of Dendy Parkway), Diaz Road transitions to an unimproved dirt road.
All widening activities would occur on the northeast side of Diaz Road, which would infringe upon public walking and biking pathways as well as several small fenced/walled enclosures containing existing utility and water infrastructure (i.e. wells, piping, tanks, and small outbuildings). With the exception of the small outbuildings in these utility enclosures, there are no existing buildings on the project site. Land uses at the project site include mostly existing public roadway, a small portion of dirt road, portions of an adjoining public walking/biking pathway, and some undeveloped land. Land uses in the vicinity of the project site consist of industrial and commercial developments to the west and south, Murrieta Creek and public walking/biking pathways to the northeast, and mostly undeveloped land to the north. The elevation of the project site ranges from approximately 1,000 to 1,040 feet above mean sea level (AMSL), and the topography is relatively flat as a graded roadway, with an overall downward slope toward the southeast, and some localized sloping toward Murrieta Creek, which is located 200 feet to the northeast.
Signing and striping improvements for intersecting streets would be provided to the extent necessary to safely transition lane configurations and turning movements to existing improvements. These improvements would be in accordance with the latest edition(s) of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and the City’s requirements and specifications. Signal modifications would be needed at the intersection of Winchester Road and Rancho Way to accommodate revised turning movements and the Diaz Road widening. Landscape and planting improvements would include decorative rock, boulders, and hardscape improvements for the center median, easterly parkway, and westerly parkway where existing landscape improvements do not exist. The median and parkway improvements would be in accordance with the City’s landscape guidelines.
In addition, streetlights would be installed as appropriate according to the City’s design standards for type, location, and spacing. Storm drains would also be installed as appropriate along the expanded roadway to include catch basins and low impact development improvements.
The Assessor Parcel Numbers (APNs) identified as being associated with the project site include segments of Diaz Road (APNs 909-120-006 and APN 909-370-050), the walking/biking pathway adjoining northeast of Diaz Road (APNs 921-740-004 & -005, and 909-120-016, -021, -040, -051 & -055), and several small walled/fenced enclosures containing utility and water company infrastructure along the northeast side of Diaz Road at several locations between Rancho California Road and Cherry Street (APNs 909-370- 051, 909-120-044 & -056, and 921-740-002).
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CITY OF TEMECULA GENERAL PLAN
Figure C-2
Roadway Plan
CITY OF TEMECULA GENERAL PLAN
C-21
City of Temecula
41000 Main Street Temecula, California 92590
Phone (951) 694-6444 www.TemeculaCA.gov
June 30, 2020
Pechanga Band of Luiseño Indians
Mark Macarro, Chairperson
PO Box 1477
Temecula, CA 92593
SUBJECT: INITIAL STUDY/MITIGATED NEGATIVE DECLARATION
NOTICE OF CONSULTATION OPPORTUNITY
PROJECT: DIAZ ROAD EXPANSION, PW17-25
As required by the State of California Public Resources Code and in accordance with Assembly Bill 52 (AB 52), the City of Temecula (City) is providing formal notification of a proposed project for which an Initial Study/Mitigated Negative Declaration (IS/MND) is being prepared in compliance with the California Environmental Quality Act (CEQA).
State law under AB 52 (Public Resources Code Section 21080.3.1) allows California Native American tribes 30 days to request consultation regarding possible significant effects that implementation of the proposed project may have on Tribal Cultural Resources. The request must be in writing to the City and must identify a lead contact person. The City will begin the consultation process within 30 days of receiving the Tribe’s request for consultation. The consultation may include discussion concerning the type of environmental review necessary for the project, the significance of Tribal Cultural Resources discovered, the significance of the project’s impacts on Tribal Cultural Resources, and, if necessary, project alternatives or appropriate measures for preservation or mitigation of impacts that the Tribe may recommend.
Project Description:
The Diaz Road Expansion Project, PW17-25 (project) is located in the northwestern portion of the City of Temecula in Riverside County, California. The project proposes to improve Diaz Road to meet the roadway classification requirements of a major arterial with four divided lanes, as specified by City Standard No. 101, between Cherry Street and Rancho California Road. The standards call for a 100-foot minimum right-of-way, 76-foot roadway with a 14-foot raised median, and 12-foot parkways on each side of the road.
The approximately 2.2-mile segment would be improved on its current horizontal alignment and as depicted in the City’s General Plan, Circulation Element, Figure C-2 Roadway Plan. As such, the proposed project would widen the existing Diaz Road segment and extend the northwestern end of Cherry Street. The project would complete