I - 1 5 C O R R I D O R C A M P U S M A S T E R P L A N D R A F T E I R M T . S A N J A C I N T O C O M M U N I T Y C O L L E G E D I S T R I C T
Appendices
August 2017
Appendix I Traffic Impact Analysis
I - 1 5 C O R R I D O R C A M P U S M A S T E R P L A N D R A F T E I R M T . S A N J A C I N T O C O M M U N I T Y C O L L E G E D I S T R I C T
Appendices
PlaceWorks
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Draft Report
Wildomar Campus Master Plan Draft Traffic Study
Prepared for Placeworks by IBI Group
September 22, 2016
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IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
Document Control Page
CLIENT: Placeworks PROJECT NAME: Wildomar Campus Master Plan Traffic Study REPORT TITLE: Wildomar Campus Master Plan Traffic Study IBI REFERENCE: 100677 VERSION: DIGITAL MASTER: J:\100677_Wildomar_CC_TIA\10.0 Reports ORIGINATOR: Mike Arizabal REVIEWER: Bill Delo AUTHORIZATION: CIRCULATION LIST: HISTORY: Initial Draft submitted 9/1/2016; Second Draft submitted 9/22/2016
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Table of Contents
1 Introduction .............................................................................................................. 1
1.1 Study Purpose and Scenarios ...................................................................... 1 1.2 Report Sections ............................................................................................ 1
2 Analysis and Methodology ..................................................................................... 4
2.1 Signalized Intersections ................................................................................ 4
2.2 Unsignalized Intersections ............................................................................ 5
2.3 Caltrans Intersections ................................................................................... 5 2.4 Standard of Significance ............................................................................... 5
2.5 Roadway Segment Analysis ......................................................................... 6
2.6 Freeway Mainline Analysis ........................................................................... 6
3 Existing (Year 2016) Conditions ............................................................................. 7
3.1 Project Location and Study Area .................................................................. 7
3.2 Roadway Network ......................................................................................... 7 3.3 Study Intersections ....................................................................................... 9
3.4 Study Area Roadway Segments ................................................................. 12
3.5 Study Area Freeway Mainline Segments .................................................... 12
3.6 Study Periods and Scenarios ..................................................................... 12
3.7 Existing Traffic Volumes ............................................................................. 12
3.8 Existing Intersection LOS............................................................................ 15 3.9 Existing Roadway Segment LOS ................................................................ 16
3.10 Existing Freeway Mainline LOS .................................................................. 17
4 Future Traffic Volume Development .................................................................... 18
4.1 Future Traffic Volumes ................................................................................ 18
4.2 Ambient Traffic Growth ............................................................................... 18
4.3 Cumulative Projects .................................................................................... 18
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5 Opening (Year 2022) Conditions .......................................................................... 21
5.1 Opening (Year 2022) Traffic Volumes ........................................................ 21 5.2 Opening (Year 2022) Intersection LOS ...................................................... 21
5.3 Opening (Year 2022) Roadway Segment LOS .......................................... 24
5.4 Opening (Year 2022) Freeway Mainline LOS ............................................. 25
6 Interim (Year 2024) Conditions ............................................................................. 26
6.1 Interim (Year 2024) Traffic Volumes ........................................................... 26
6.2 Interim (Year 2024) Intersection LOS ......................................................... 26 6.3 Interim (Year 2024) Roadway Segment LOS ............................................. 29
6.4 Interim (Year 2024) Freeway Mainline LOS ............................................... 30
7 Future (Year 2030) Conditions.............................................................................. 31
7.1 Future (Year 2030) Traffic Volumes ........................................................... 31
7.2 Future (Year 2030) Intersection LOS .......................................................... 31 7.3 Future (Year 2030) Roadway Segment LOS .............................................. 34
7.4 Future (Year 2030) Freeway Mainline LOS ................................................ 35
8 Build Out (Year 2035) Conditions ........................................................................ 36
8.1 Build Out (Year 2035) Traffic Volumes ....................................................... 36
8.2 Build Out (Year 2035) Intersection LOS ..................................................... 36
8.3 Build Out (Year 2035) Roadway Segment LOS ......................................... 40 8.4 Build Out (Year 2035) Freeway Mainline LOS ........................................... 40
9 Proposed Project ................................................................................................... 41
9.1 Project Description ...................................................................................... 41
9.2 Trip Generation ........................................................................................... 42
9.3 Trip Distribution ........................................................................................... 42
10 Project Intersection Impact Analysis ................................................................... 43
10.1 Existing (Year 2016) With Project Intersection LOS ................................... 43
10.2 Opening (Year 2022) With Project Intersection LOS .................................. 43
10.3 Interim (Year 2024) With Project Intersection LOS .................................... 43
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10.4 Future (Year 2030) With Project Intersection LOS ..................................... 43
10.5 Build Out (Year 2035) With Project Intersection LOS ................................. 58
11 Project Roadway Segment Impact Analysis ....................................................... 63
11.1 Existing (Year 2016) With Project Roadway LOS ...................................... 63
11.2 Opening (Year 2022) With Project Roadway LOS ..................................... 64
11.3 Interim (Year 2024) With Project Roadway LOS ........................................ 64
11.4 Future (Year 2030) With Project Roadway LOS ......................................... 65
11.5 Build Out (Year 2035) With Project Roadway LOS .................................... 65
12 Freeway Mainline Impact Analysis ...................................................................... 66
12.1 Existing (Year 2016) With Project Mainline LOS ........................................ 66
12.2 Opening (Year 2022) With Project Mainline LOS ....................................... 66
12.3 Interim (Year 2024) With Project Mainline LOS .......................................... 67
12.4 Future (Year 2030) With Project Mainline LOS .......................................... 68 12.5 Build Out (Year 2035) With Project Mainline LOS ...................................... 69
13 Riverside County Congestion Management Plan (CMP) ................................... 70
14 Parking Analysis .................................................................................................... 70
15 Mitigation Measures .............................................................................................. 71
15.1 Existing (Year 2016) With Project Intersection Impacts ............................. 71
15.2 Existing (Year 2016) With Project Roadway Impacts ................................. 72 15.3 Existing (Year 2016) With Project Freeway Impacts .................................. 72
15.4 Opening (Year 2022) With Project Intersection Impacts ............................ 73
15.5 Opening (Year 2022) With Project Roadway Impacts ................................ 73
15.6 Opening (Year 2022) With Project Freeway Impacts ................................. 74
15.7 Interim (Year 2024) With Project Impacts ................................................... 74
15.8 Interim (Year 2024) With Project Roadway Impacts ................................... 75 15.9 Interim (Year 2024) With Project Freeway Impacts .................................... 75
15.10 Future (Year 2030) With Project Impacts ................................................... 76
15.11 Future (Year 2030) With Project Roadway Impacts ................................... 78
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15.12 Future (Year 2030) With Project Freeway Impacts .................................... 78
15.13 Build Out (Year 2035) With Project Impacts ............................................... 78 15.14 Build Out (Year 2035) With Project Roadway Impacts ............................... 81
15.15 Build Out (Year 2035) With Project Freeway Impacts ................................ 81
16 Local and Regional Funding Mechanisms .......................................................... 82
16.1 TUMF Program ........................................................................................... 82
16.2 Southwest RBBD Fee Program .................................................................. 82
16.3 Wildomar DIF Program ............................................................................... 82 16.4 Fair-Share Contribution ............................................................................... 83
17 Vehicle-Miles Travelled Analysis ......................................................................... 85
18 Conclusion ............................................................................................................. 86
Appendix ........................................................................................................................... 87
A - Traffic Counts .......................................................................................................... 87 B - LOS Worksheets ..................................................................................................... 87 C - Freeway Mainline Analysis ..................................................................................... 87 D - Cumulative Projects Trip Generation ...................................................................... 87 E - With Project LOS Worksheets ................................................................................. 87 F - Mitigated LOS Worksheets ...................................................................................... 87
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List of Figures
Figure 1. Project Location ............................................................................................... 2 Figure 2. Project Site Plan .............................................................................................. 3 Figure 3. Study Intersection Lane Geometry and Control (1 of 2) ................................ 10 Figure 3. Study Intersection Lane Geometry and Control (2 of 2) ................................ 11 Figure 4. Existing (Year 2016) Traffic Volumes (1 of 2) ............................................... 13 Figure 4. Existing (Year 2016) Traffic Volumes (2 of 2) ............................................... 14 Figure 5. Cumulative Residential Project Locations ..................................................... 19 Figure 6. Cumulative Commercial Project Locations .................................................... 20 Figure 7. Opening (Year 2022) AM/PM Peak Hour Traffic Volumes (1 of 2) ............... 22 Figure 7. Opening (Year 2022) AM/PM Peak Hour Traffic Volumes (2 of 2) ............... 23 Figure 8. Interim (Year 2024) AM/PM Peak Hour Traffic Volumes (1 of 2) .................. 27 Figure 8. Interim (Year 2024) AM/PM Peak Hour Traffic Volumes (2 of 2) .................. 28 Figure 9. Future (Year 2030) AM/PM Peak Hour Traffic Volumes (1 of 2) ................... 32 Figure 9. Future (Year 2030) AM/PM Peak Hour Traffic Volumes (2 of 2) ................... 33 Figure 10. Build Out (Year 2035) AM/PM Peak Hour Traffic Volumes (1 of 2) ............ 37 Figure 10. Build Out (Year 2035) AM/PM Peak Hour Traffic Volumes (2 of 2) ............ 38 Figure 11. Opening With Project AM/PM Peak Hour Traffic Volumes (1 of 2) ............. 46 Figure 11. Opening With Project AM/PM Peak Hour Traffic Volumes (2 of 2) ............. 47 Figure 12. Interim (2024) + Project AM/PM Peak Hour Traffic Volumes (1 of 2) ......... 50 Figure 12. Interim (2024) + Project AM/PM Peak Hour Traffic Volumes (2 of 2) ......... 51 Figure 13. Future (Year 2030) + Project AM/PM Peak Hour Traffic Volumes (1 of 2) . 54 Figure 13. Future (Year 2030) + Project AM/PM Peak Hour Traffic Volumes (2 of 2) . 55 Figure 14. Build Out With Project AM/PM Peak Hour Traffic Volumes (1 of 2) ............ 59 Figure 14. Build Out With Project AM/PM Peak Hour Traffic Volumes (2 of 2) ............ 60
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IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
1 Introduction The Mount San Jacinto Community College District (MSJCCD) is proposing to implement a Master Plan to construct and operate the I-15 Corridor Campus for Mt. San Jacinto Community College (MSJC).The campus would meet the demand for learning opportunities in accordance with the District Educational Master Plan, by providing the means to house instructional programs and related support services. Figure 1 shows the project location.
1.1 Study Purpose and Scenarios The purpose of this report is to conduct a traffic analysis in support of an Environmental Impact Report (EIR) for the proposed project in Wildomar, California. The traffic analysis has been prepared to assess the potential circulation impacts associated with the construction and operation of the new I-15 Corridor Campus. The project would accommodate approximately 15,000 part-time or 10,000 full-time equivalent students (FTEs) at ultimate build-out. Approximately 400 staff would also be employed at full build out, including professors, administration, and other staff members. The proposed site plan is shown in Figure 2.
1.2 Report Sections This report consists of the following sections:
1 Introduction 2 Analysis and Methodology 3 Existing (Year 2016) Conditions 4 Future Traffic Volume Development 5 Opening (Year 2022) Conditions 6 Interim (Year 2024) Conditions 7 Future (Year 2030) Conditions 8 Build Out (Year 2035) Conditions 9 Proposed Project 10 Project Intersection Impact Analysis 11 Project Roadway Segment Impact Analysis 12 Project Freeway Mainline Impact Analysis 13 Riverside County CMP Analysis 14 Parking Analysis 15 Mitigation Measures 16 Local and Regional Funding Mechanisms 17 VMT Analysis 18 Conclusion
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Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
orni
a Oa
ks R
d
Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
d
Figure 1 Project Location
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
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IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
Figure 2 Project Site Plan
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Phase I
1 Library and technology center 74,000 sf2 Classroom building 47,000 sf3 Multipurpose building 47,000 sf
Phase II
4 Student Services / Student Union 89,000 sf5 Classroom Building 47,000 sf
Phase III
6 Science classroom buildings 94,000 sf7 Classroom building 47,000 sf8 Maintenance & operations building 8,000 sf
Phase IV
9 Gym / Fitness 42,000 sf
Site Legend
10 Main access driveway11 Secondary access driveway12 Exiting driveway13 Arrival / Drop-off14 Visitor parking15 General parking16 Overflow / Park access parking17 Pedestrian access spine18 Community park19 Linear stream park20 Protected riparian area21 Student green22 Courtyard23 Pedestrian bridge24 Access to Rattlesnake Hill25 Rattlesnake Hill26 Community play fields27 Community parking28 Tennis courts
Building area
Phase I 168,000 sfPhase II 136,000 sfPhase III 149,000 sfPhase IV 42,000 sf Total building area 495,000 sf
Parking
Parking ratio 4 spaces / 1,000 sfTotal parking 1,980 spaces
INTEGRATED DESIGN
MSJCCD / WILDOMAR CAMPUS MASTER PLAN I-10
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
2 Analysis and Methodology This section presents the methodology used to perform the traffic analysis, consistent with the City of Wildomar General Plan Circulation Element (September 2013), Caltrans Guide for the Preparation of Traffic Impact Studies (December 2002), and the Riverside County Traffic Impact Analysis Preparation Guide (April 2008). The methodology used to assess the operation of signalized intersections in Riverside County is the 2000 Highway Capacity Manual (HCM) methodology. HCM methodology presents levels of service (LOS) in terms of control delay in seconds per vehicle, which is defined as the average delay experienced at the traffic signal.
2.1 Signalized Intersections The HCM methodology defines LOS as a qualitative measure that describes operational conditions within a traffic stream, generally in terms of such factors as speed and travel time, freedom to maneuver, traffic interruptions, comfort and convenience, and safety. The criteria used to evaluate LOS conditions vary based on the type of roadway and whether the traffic flow is considered interrupted or uninterrupted. The six qualitative categories of LOS and corresponding average delay that have been defined are presented below:
Table 1: Categories of LOS for Signalized Intersections
LOS Description Delay (sec)
A No approach phase is fully utilized by traffic, and no vehicle waits longer than one red indication. Typically, the approach appears quite open, turns are made easily, and nearly all drivers find freedom of operation.
0 -10
B This service level represents stable operation, where an occasional approach phase is fully utilized, and a substantial number are nearing full use. Many drivers begin to feel restricted within platoons of vehicles.
10 20
C
This level still represents stable operating conditions. Occasionally, drivers may have to wait through more than one red signal indication, and backups may develop behind turning vehicles. Most drivers feel somewhat restricted, but not objectionably so.
20 35
D
This level encompasses a zone of increasing restriction approaching instability at the intersection. Delays to approaching vehicles may be sub-stantial during short peaks within the peak period; however, enough cycles with lower demand occur to permit periodic clearance of developing queues, thus preventing excessive backups.
35 55
E
Capacity occurs at the upper end of this service level. It represents the most vehicles that any particular intersection approach can accom-modate. Full utilization of every signal cycle is attained no matter how great the demand.
55 - 80
F
This level describes forced flow operations at low speeds, where volumes exceed capacity. These conditions usually result from queues of vehicles backing up from a restriction downstream. Speeds are reduced substantially, and stoppages may occur for short or long periods of time due to the congestion. In the extreme case, speed can drop to zero.
80 or more
Source: Highway Capacity Manual (2000)
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The Riverside County TIA Guidelines require specific assumptions regarding input values to the HCM methodology. These assumptions include:
Saturation flow rate of 1,900 vehicles per hour per lane (vphpl);
Signal cycle length range from 60 to 120 seconds;
Four second lost time per phase; and,
Credit for de facto right turn lanes (locations where a right turn lane is not striped, but enough width is provided such that vehicles are able to conduct right turns without disrupting through traffic in a shared through-right lane). A minimum of 20 feet from curb line to lane stripe is required.
2.2 Unsignalized Intersections The two types of unsignalized intersections include two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC). The delay range for unsignalized intersections is different from those of signalized intersections primarily due to driver expectation. The expectation is that signalized intersections are designed to carry higher volumes of traffic and therefore higher levels of delay are acceptable. The HCM methodology estimates the delay based on the worst approach at unsignalized intersections. Table 2 includes the LOS ranges for both intersection types.
Table 2: Levels of Service for Intersections
LOS Description Delay (sec) A Little or no delays 0 10 B Short traffic delays 10 15 C Average traffic delays 15 25 D Long traffic delays 25 35 E Very long traffic delays 35 50 F Extreme traffic delays with intersection capacity exceeded 50 or more
Source: Highway Capacity Manual (2000), Chapter 17.
2.3 Caltrans Intersections Per the Caltrans Guide for the Preparation of Traffic Impact Studies, intersections under the jurisdiction of Caltrans are also analyzed using the HCM methodology.
2.4 Standard of Significance The Citys Circulation Element and County of Riverside LOS standards establish LOS D as the minimum acceptable level of service for major intersections in community development areas. Therefore, intersections operating at LOS E or F are considered deficient. Caltrans uses the transition between LOS C and LOS D as the threshold of acceptability, and generally, a delay of more than 45 seconds is considered unsatisfactory.
Impacts to study area intersections are considered significant if:
With addition of the proposed project, the LOS at any study area intersection deteriorates from acceptable to unacceptable LOS (e.g., from LOS C to LOS E); or
When the proposed project creates or adds traffic to an intersection already operating at unsatisfactory LOS (below the target LOS of LOS D) by 5.0 seconds or more
Recommendation of circulation improvements is required for all intersections operating at unsatisfactory LOS (i.e., LOS E or F).
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2.5 Roadway Segment Analysis A LOS analysis was prepared on existing roadway segments within the study area using daily roadway capacities. The roadway segment capacities are approximate figures only, and are used at the General Plan level to assist in determining the roadway functional classification (number of through lanes) needed to meet traffic demand. Roadway segment analysis is typically performed for planning purposes and are affected by such factors as intersections (spacing, configuration and control features), degree of access control, roadway grades, design geometrics (horizontal and vertical alignment standards), sight distance, vehicle mix (truck and bus traffic) and pedestrian and bicycle traffic.
Table 3 presents the City of Menifee roadway segment capacities and LOS thresholds for each facility type. The roadway segment vehicle capacity thresholds represent the maximum two-way average daily traffic volume for LOS E conditions and are based on the 2001 County of Riverside General Plan Circulation Element Link Volume Capacities.
The roadway segment analysis compares the ADT volume with the capacity to arrive at a volume to capacity or v/c ratio. Based on the v/c ratio, each study area roadway segment is classified into one of four categories; Acceptable (v/c 0.00-0.79), Approaching Capacity (v/c 0.80-1.00), Potentially Exceeds Capacity (v/c 1.01-1.25), and Exceeds Capacity (v/c > 1.26).
The roadway segment daily capacity analysis is used to identify those roadway facilities that potentially exceed or exceed the estimated traffic volume for LOS E conditions. Since the LOS for each roadway segment is largely a function of the adjacent intersection operations, it is important to consider the intersection LOS in combination with the roadway segment v/c ratios. If the adjacent intersections are operating at an acceptable LOS during peak hour conditions, then it is likely that the roadway segment will also operate at an acceptable LOS even if the v/c ratio indicates that the ADT may approach or exceed the roadway capacity. Moreover, if both the roadway segment is experience capacity.
Table 3: Roadway Segment Vehicle Capacity Thresholds
Roadway Classification Number of
Through Lanes Right-of-way Width
(Feet) Roadway Capacity
(Average Daily Traffic)2 Collector 2 56 - 74 13,000
Secondary 4 88 - 100 25,900 Major 4 100 - 118 34,100
Arterial 4 106 - 128 35,900 Urban Arterial 6 130 - 152 53,900 Expressway 6 130 - 200 61,300 Expressway 8 150 - 216 81,700
Freeway 4 Caltrans 76,500 Freeway 6 Caltrans 117,500
Source: County of Riverside General Plan Circulation Element, 2001.
2.6 Freeway Mainline Analysis The mainline analysis was conducted using the Highway Capacity Software (HCS), 2010 compliant with the 2010 Highway Capacity Manual. For freeway segments, the measure used to evaluate LOS is density. As stated in the HCM, the upper value shown for LOS E (45 passenger cars per mile per lane pc/mi/ln) is the maximum density at which sustained flows at capacity are expected to occur. Deterioration from acceptable LOS A through E to unacceptable LOS F is
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considered an impact. Furthermore, an increase of 100 trips or more to any segment already operating at LOS F would be considered impacted.
3 Existing (Year 2016) Conditions This section presents an overview of the existing roadway system within the study area and the methodology used to determine existing traffic volumes.
3.1 Project Location and Study Area The proposed project site is located at the northeast corner of Clinton Keith Road and Salida del Sol, in the City of Wildomar, County of Riverside, California, and consists of Riverside County Assessor parcel numbers 362-150-026. The 78.32 acre site is a vacant rectangular parcel of land with a slightly irregular eastern border. The project site generally abuts La Estrella Street to the north, Clinton Keith Road to the south, Salida Del Sol to the west, and Elizabeth Lane and single-family residential units to the east. The project site is approximately 0.65 mile west of Interstate 15.
The project site is designated by the City of Wildomar as R-R (Rural Residential) in the zoning map and OS-R (Open Space Recreation) in the General Plan. The area in the general vicinity of the project site is characterized by single-family and rural residential land uses, and undeveloped natural open space. Surrounding uses include Ronald Reagan Elementary school and a commercial center 0.5 mile to the west, a medical center 0.4 mile to the southwest, and single-family residential areas in the east as mentioned.
3.2 Roadway Network Key roadway facilities within the project study area are described below. The discussion presented here focuses on roadways that approach the study intersections or roadways that are directly affected by the proposed project. The descriptions of the lane configurations are based on designations per the Citys General Plan Circulation Element and therefore may not reflect current configurations.
I-15 Freeway: I-15 is located west of the proposed project site and is a major freeway that extends northwest and southeast through Riverside County. Access to the site from I-15 is provided via northbound and southbound on-ramps and off-ramps at Clinton Keith Road.
Clinton Keith Road: Clinton Keith Road borders south of the proposed project site and is designated as an east-west major road in the Wildomar Circulation Plan. The roadway fluctuates as it approaches the site, from six lanes (divided) near the I-15 on and off ramps, to two lanes immediately south of the site, to three-four lanes east of Elizabeth Lane. Adjacent land use consists of vacant lots, residential areas, and some commercial uses. The speed limit is generally 35 to 45 mph. There are no bike lanes or street parking available.
Salida del Sol: Salida del Sol borders west of the proposed project site and is designated as an urban arterial road in the Wildomar Circulation Plan. The road is planned to be reconfigured into a collector roadway and connect to Yamas Drive, which would provide additional access to the site from the south. Adjacent land use consists of vacant lots, a medical facility, and certain rural residential properties. The current speed limit is 40 mph. There are no bike lanes or street parking available.
La Estrella Street: Estrella Street borders north of the proposed project site and is designated as a secondary road in the Wildomar Circulation Plan. The roadway fluctuates as it approaches the site, from two lanes from George Avenue until Salida del Sol, to four lanes
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until Crest Meadows Drive. The current speed limit is 40 mph. There are no bike lanes or street parking available.
Elizabeth Lane: Elizabeth Lane borders east of the proposed project site and is designated as an urban arterial road, primarily serving a single-family residential neighborhood. The road is planned to be extended south of Clinton Keith Road to Prielipp Road, which would provide additional access to the site from the south. The current speed limit is 25 mph. There are no bike lanes or street parking available.
Palomar Street: Palomar Street is located southwest of the proposed project site and is designated as a northwest-southeast arterial in the Wildomar Circulation Plan. It has two lanes with a painted median and the current speed limit is 50 mph. There are no bike lanes or street parking available.
Baxter Road: Baxter Road is located north of the proposed project site and is designated as an east-west secondary road in the Wildomar Circulation Plan. It has two lanes with a painted median and the current speed limit is 45 mph. There are no bike lanes or street parking available.
George Avenue: George Avenue is located west of the proposed project site and is designated as a north-south secondary road in the Wildomar Circulation Plan. It has two lanes with a painted median and the current speed limit is 35 mph. There are no bike lanes or street parking available.
Inland Valley Drive: Inland Valley Drive is located southwest of the proposed project site and is designated as a secondary road in the Wildomar Circulation Plan. It has two lanes with a painted median and the current speed limit is 45 mph. There are no bike lanes or street parking available.
Prielipp Road: Prielipp Road is located south of the proposed project site and is designated as an east-west secondary road in the Wildomar Circulation Plan. It has two to three lanes with a painted median and the current speed limit is 40 mph. There are no bike lanes or street parking available.
Nutmeg Street: Nutmeg Street is located southeast of the proposed project site and is designated as a northeast-southwest secondary road in the Wildomar Circulation Plan. It has two lanes with a painted median and the current speed limit is 40 mph. There are no bike lanes or street parking available.
California Oaks Road: California Oaks Road is located southeast of the proposed project site and is designated as a north-south major road in the Wildomar Circulation Plan. It has four lanes with a painted median and the current speed limit is 45 mph. There are bike lanes on both side of the road. No street parking available.
Whitewood Road: Whitewood Road is located west of the proposed project site and is designated as a north-south urban arterial road in the Wildomar Circulation Plan. It has 4 lanes with a painted median and the current speed limit is 45 mph. There are no bike lanes or street parking available.
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3.3 Study Intersections A total of 30 existing intersections have been selected for analysis in this report. The Existing (Year 2016) lane geometry and signal control for each study intersection is illustrated in Figure 3.
1. Palomar Street/Clinton Keith Road
2. Hidden Springs Road/Clinton Keith Road
3. I-15 Southbound Ramps/Clinton Keith Road
4. I-15 Northbound Ramps/Clinton Keith Road
5. Arya Road/Clinton Keith Road
6. George Avenue/Clinton Keith Road
7. Inland Valley Road/Clinton Keith Road
8. Salida del Sol/Clinton Keith Road1
9. Elizabeth Lane/Clinton Keith Road1
10. Smith Ranch Road/Clinton Keith Road
11. Copper Craft Drive/Clinton Keith Road
12. Nutmeg Street/Clinton Keith Road
13. California Oaks Road/Clinton Keith Road
14. Via Madrid/Clinton Keith Road
15. Greer Road/Clinton Keith Road
16. Murrieta Oaks Avenue/Clinton Keith Road
17. McElwain Road/Clinton Keith Road
18. I-215 Southbound Ramps/Clinton Keith Road
19. I-215 Northbound Ramps/Clinton Keith Road
20. Whitewood Road/Clinton Keith Road
21. California Oaks Road/Hancock Avenue
22. California Oaks Road/Jackson Avenue
23. Nutmeg Street/Jackson Avenue
24. Inland Valley Road/Prielipp Road1
25. Salida del Sol/ La Estrella Street1
26. Iodine Springs/La Estrella Street1
27. George Avenue/La Estrella Street1
28. I-15 Southbound Ramps/Baxter Road1
29. I-15 Northbound Ramps/Baxter Road1
30. Monte Vista Drive/Baxter Road1
1 Unsignalized Intersection
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IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
orni
a Oa
ks R
d
Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
d
Clinton Keith Rd/Inland Valley Dr Clinton Keith Rd/Salida del Sol
Clinton Keith Rd/Hidden Springs Rd Clinton Keith Rd/I-15 NS Ramps Clinton Keith Rd/Arya Rd
Clinton Keith Rd/Smith Ranch RdClinton Keith Rd/Elizabeth LnClinton Keith Rd/George Ave
Clinton Keith Rd/I-15 SB Ramps
Clinton Keith Rd/Nutmeg St Clinton Keith Rd/California Oaks Rd Clinton Keith Rd/Greer RdClinton Keith Rd/Via MadridClinton Keith Rd/Copper Craft Dr
Legend
Signalized Intersections
Unsignalized Intersections
Permitled de facto Right Turn Stop Sign Control Lane Geometry
Free Right Right Turn Overlap
Protected LeftPROT PERM d
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Clinton Keith Rd/Palomar St
Figure 3 Study Area Intersection Lane Geometry and Control
PROT
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California Oaks/Jackson Ave Nutmeg Street/Jackson Ave
Clinton Keith Rd/McElwain Rd Clinton Keith Rd/I-215 NB Ramps Clinton Keith Rd/Whitewood Rd
La Estrella St/Salida del SolInland Valley/Prielipp Rd
Clinton Keith Rd/I-215 SB Ramps
La Estrella St/George Ave Baxter Rd/SB I-15 Ramps Baxter Rd/Monte VistaBaxter Rd/NB I-15 Ramps
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
16
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28
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25
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California Oaks/Hancock Ave
La Estrella St/Iodine Springs Rd
Clinton Keith Rd/ Murreitta Oaks Rd
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
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Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
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Whi
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Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
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1617 18 19 20
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Legend
Signalized Intersections
Unsignalized Intersections
Permitled de facto Right Turn Stop Sign Control Lane Geometry
Free Right Right Turn Overlap
Protected LeftPROT PERM d
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Figure 3 Study Area Intersection Lane Geometry and Control
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IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
3.4 Study Area Roadway Segments A total of eight (8) roadway segments were selected for analysis in this report:
A. Clinton Keith Road between Palomar Street and Hidden Springs Road
B. Clinton Keith Road between Inland Valley Road and Salida del Sol
C. Clinton Keith Road between Salida del Sol and Elizabeth Lane
D. Clinton Keith Road between Nutmeg Street and California Oaks Road
E. Clinton Keith Road between Greer Road and Murietta Oaks Avenue
F. Clinton Keith Road west of Whitewood Road
G. Baxter Road east of Monte Vista Drive
H. La Estrella Street east of George Avenue
3.5 Study Area Freeway Mainline Segments Four freeway mainline segments were selected for analysis based on the anticipated trips to and from the project site. These locations are on the I-15 and I-215 north and south of Clinton Keith Road.
3.6 Study Periods and Scenarios The study analyzes typical weekday daily, AM and PM peak hour conditions. Daily conditions were analyzed for a 24-hour period on the study area roadway segments. Traffic operations for the study area intersections and roadway segments were evaluated for each of the following scenarios:
Existing (Year 2016) Conditions
Opening (Year 2022) Conditions
Interim (Year 2024) Conditions
Future (Year 2030) Conditions
Build Out (Year 2035) Conditions
Existing (Year 2016) With Project Conditions
Opening (Year 2022) With Project Conditions
Interim (Year 2024) With Project Conditions
Future (Year 2030) With Project Conditions
Build Out (Year 2035) With Project Conditions
3.7 Existing Traffic Volumes Manual intersection turning movement counts were collected in 15-minute intervals from 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to 6:00 p.m. on Tuesday May 3, 2016. Average Daily Traffic (ADT) counts were collected over a 24-hour period on the same day. Freeway mainline volumes were obtained from Caltrans Traffic Data Branch (2014). Existing (Year 2016) AM and PM peak hour turning movement count volumes is presented in Figure 4. Traffic count data is included in Appendix A.
12 I-19
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
Clinton Keith Rd/Inland Valley Dr Clinton Keith Rd/Salida del Sol
Clinton Keith Rd/Hidden Springs Rd Clinton Keith Rd/I-15 NS Ramps Clinton Keith Rd/Arya Rd
Clinton Keith Rd/Smith Ranch RdClinton Keith Rd/Elizabeth LnClinton Keith Rd/George Ave
Clinton Keith Rd/I-15 SB Ramps
Clinton Keith Rd/Nutmeg St Clinton Keith Rd/California Oaks Rd Clinton Keith Rd/Greer RdClinton Keith Rd/Via MadridClinton Keith Rd/Copper Craft Dr
Clinton Keith Rd/Palomar St
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Unsignalized Intersections
Figure 4 Existing (Year 2016) Intersection Peak Hour Traffic Volumes46/29
196/104
189/143
86/134
21/19
361/286
359/389
2/1
470/584
0/0
0/0
0/0
57/51
8/4
23/35
203/77
35/22
94/51
0/0
0/0
0/0
5/8
0/0
23/20
48/28
1/0
10/6
74/33
3/0
57/41
21/16
3/2
22/11
46/33
89/34
124/82
0/0
0/0
0/0
7/3
1/1
51/28
50/46
39/3
193/98
123/170
389/640
305/236
235/494
712/889
59/63
0/0
644/1054
386/266
492/524
769/760
0/0
58/45
987/939
103/89
42/39
821/917
64/116
0/0
651/552
132/66
25/26
807/616
0/0
4/9
791/613
2/1
20/35
666/570
10/31
7/16
613/591
15/18
80/127
526/541
220/267
0/0
699/780
484/384
24/38
1141/1190
21/33
62/127
1042/1153
22/53
46/80
139/194
342/197
49/74
18/22
76/71
0/0
0/0
0/0
265/570
0/0
266/449
208/341
5/11
80/111
83/56
14/29
45/99
267/473
0/0
39/109 0/0
0/0
0/0
2/4
0/0
2/3
45/17
0/1
4/2
40/22
3/2
23/15
65/44
38/44
294/237
102/161
0/0
375/532
7/6
1/1
51/25
122/40
18/0
38/24
35/31
631/592
92/58
75/115
1041/848
1/7
0/0
801/765
675/437
327/282
947/1065
0/0
69/52
913/1034
250/371
103/110
868/1000
22/24
11/8
513/770
476/395
8/13
525/852
0/0
18/47
531/825
2/4
27/49
505/750
12/20
13/23
545/718
15/52
24/63
508/621
92/72
0/0
853/835
128/100
6/7
1211/1309
4/15
37/72
1187/1193
90/76
Legend
AM/PM Turning Movement Volume##/##Study Intersection
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
orni
a Oa
ks R
d
Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
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4 56 7 10 11
12 13 1415
1617 18 19 20
21
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252627
28 29 30
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IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
California Oaks/Jackson Ave Nutmeg Street/Jackson Ave
Clinton Keith Rd/McElwain Rd Clinton Keith Rd/I-215 NB Ramps Clinton Keith Rd/Whitewood Rd
La Estrella St/Salida del SolInland Valley/Prielipp Rd
Clinton Keith Rd/I-215 SB Ramps
La Estrella St/George Ave Baxter Rd/SB I-15 Ramps Baxter Rd/Monte VistaBaxter Rd/NB I-15 Ramps
California Oaks/Hancock Ave
La Estrella St/Iodine Springs Rd
Clinton Keith Rd/ Murreitta Oaks Rd
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Figure 4 Existing (Year 2016) Intersection Peak Hour Traffic Volumes0/0
0/0
0/0
319/379
0/0
484/369
533/724
0/0
119/108
0/0
0/0
0/0
246/192
166/183
6/1
0/0
752/511
187/119
222/153
782/638
37/55
90/68
274/236
181/143
35/6
0/0
358/340
0/0
0/0
0/0
7/9
4/8
3/3
23/0
253/100
41/24
226/172
0/3
87/58
0/0
0/0
0/0
120/88
0/0
132/30
0/0
1092/1323
119/139
68/254
853/1053
0/0
247/148
399/689
0/0
115/61
479/422
0/0
3/1
25/1
26/2
113/210
0/0
392/324
29/98
20/70
14/31
114/162
121/172
84/125
236/331
10/1
1/0
0/0
68/16
0/2
9/3
79/31
0/1
50/14
16/10
20/19
0/0
307/490
77/60
113/40
187/137
0/0
56/26
152/97
0/0
43/39
0/0
150/102
0/0
0/0
0/0
0/0
0/0
0/0
158/417
0/0
427/556
200/256
92/355
75/3
0/0
441/709
304/358
190/465
509/946
28/41
57/61
298/207
124/88 0/0
0/0
0/0
27/27
0/0
1/7
5/2
3/7
0/3
57/0
101/151
6/26 0/0
0/0
0/0
196/411
1/0
60/56
0/0
0/0
0/0
0/0
1250/1434
138/29
237/455
1251/1057
0/0
0/0
1058/1016
683/454
0/0
550/657
598/447
298/746
9/6
219/360
0/0
0/0
0/0
197/159
33/30
317/265
115/104
189/181
40/70
21/30
4/6
0/0
1/0
40/31
26/15
11/10
51/33
1/3
18/2
17/4
46/0
0/0
410/184
461/340
288/131
207/121
0/0
112/72
151/105
0/0
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
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a Oa
ks R
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Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
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12 13 1415
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Unsignalized Intersections
Legend
AM/PM Turning Movement Volume##/##Study Intersection
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IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
3.8 Existing Intersection LOS A level of service analysis was conducted to evaluate existing intersection operations during the weekday AM and PM peak hours. Table 4 summarizes the existing levels of service at the study area intersections. Existing level of service calculation worksheets are included in Appendix B.
Table 4 Existing Intersection LOS
Signalized Intersections Control Existing Conditions
AM Peak Hour PM Peak Hour Delay LOS Delay LOS
1 Palomar and Clinton Keith Signal 75.6 E 45.0 D 2 Hidden Springs and Clinton Keith Signal 23.8 C 22.8 C 3 I-15 SB Ramps and Clinton Keith Signal 23.7 C 23.5 C 4 I-15 NB Ramps and Clinton Keith Signal 18.9 B 19.9 B 5 Arya and Clinton Keith Signal 24.5 C 25.4 C 6 George and Clinton Keith Signal 22.6 C 24.5 C 7 Inland Valley and Clinton Keith Signal 21.9 C 21.4 C 10 Smith Ranch and Clinton Keith Signal 5.4 A 5.8 A 11 Copper Craft and Clinton Keith Signal 19.3 B 19.6 B 12 Nutmeg and Clinton Keith Signal 21.2 C 25.9 C 13 California Oaks and Clinton Keith Signal >80.0 F 46.3 D 14 Via Madrid and Clinton Keith Signal 27.8 C 45.9 D 15 Greer and Clinton Keith Signal 24.8 C 35.2 D 16 Murrieta Oaks and Clinton Keith Signal 57.8 E >80.0 F 17 McElwain and Clinton Keith Signal 20.0 C 22.7 C 18 I-215 SB Ramps and Clinton Keith Signal 15.7 B 16.0 B 19 I-215 NB Ramps and Clinton Keith Signal 17.2 B 15.4 B 20 Whitewood and Clinton Keith Signal 49.6 D >80.0 F 21 California Oaks and Hancock Signal 14.9 B 14.1 B 22 California Oaks and Jackson Signal 25.4 C 40.3 D 23 Nutmeg and Jackson Signal 27.3 C 26.5 C
Unsignalized Intersections Control Existing Conditions
AM Peak Hour PM Peak Hour Delay LOS Delay LOS
8 Salida del Sol and Clinton Keith TWSC 33.9 D 31.5 D 9 Elizabeth and Clinton Keith TWSC 19.1 C 25.1 D 24 Inland Valley and Prielipp AWSC 14.1 B 17.1 C 25 Salida del Sol and La Estrella TWSC 9.5 A 8.9 A 26 Iodine Springs and La Estrella TWSC 10.7 B 9.3 A 27 George and La Estrella AWSC 13.4 B 8.8 A 28 I-15 SB Ramps and Baxter AWSC 24.9 C 19.9 C 29 I-15 NB Ramps and Baxter AWSC 14.1 B 17.0 C 30 Monte Vista and Baxter TWSC 17.7 C 9.6 A
Notes: Shaded unacceptable LOS; TWSC two-way stop; AWSC all-way stop 1 Delay for unsignalized intersections is reported as the worst approach. Delay for signalized and AWSC are reported as average of all approaches.
15 I-22
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
As shown in Table 4, all study area intersections currently operate at acceptable LOS under Existing (Year 2016) Conditions with the exception of the following 4 intersections:
Palomar Street/Clinton Keith Road : LOS E in the AM peak hour
California Oaks Road/Clinton Keith Road: LOS F in the AM peak hour
Murrieta Oaks Avenue/Clinton Keith Road: LOS E in the AM peak hour and LOS F in the PM peak hour
Whitewood Road and Clinton Keith Road: LOS F in the PM peak hour
3.9 Existing Roadway Segment LOS Table 5 provides a summary of the Existing (Year 2016) Conditions roadway segment capacity analysis based on the capacity thresholds identified on Table 3. As shown on Table 5, 2 out of the 8 existing study area roadway segments exceed the average daily vehicle capacity thresholds.
Table 5: Existing Roadway Segment Analysis
ID Roadway From To # Lanes Estimated
Daily Capacity
2016 V/C Ratio
A Clinton Keith Palomar Hidden Springs 4D 34,100 25,484 0.75 B Clinton Keith Inland Valley Salida del Sol 2U 13,000 18,911 1.45 C Clinton Keith Salida del Sol Elizabeth 2U 13,000 18,973 1.46 D Clinton Keith Nutmeg California Oaks 4U 34,100 22,968 0.67 E Clinton Keith Greer Murietta Oaks 4U 34,100 32,517 0.95 F Clinton Keith West of Whitewood 6U 53,900 13,898 0.26 G Baxter East of Monte Vista 2U 13,000 3,303 0.25 H La Estrella East of George 2U 13,000 1,209 0.09
Bolded: Potentially exceeds capacity (v/c 1.01-1.25); Bolded and Shaded: Exceeds capacity (v/c >1.26)
As indicated in Section 2.5, the roadway segment analysis is used as a planning tool to evaluate the adequacy of existing roadway segment capacities. A v/c ratio of greater than 1.01 to 1.25 suggests that additional review is required; however, if adjacent intersections provide the lanes needed to achieve acceptable peak hour LOS, then segment capacity improvements between key intersections may not be needed. For roadway segments significantly exceeding capacity (v/c ratio > 1.25) then additional through lane roadway capacity and intersection improvements are more likely to be needed.
16 I-23
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
3.10 Existing Freeway Mainline LOS Table 6 summarizes the existing freeway mainline LOS at the study area mainline segments. The freeway mainline analysis worksheets are contained in Appendix C.
Table 6: Existing Freeway Mainline Analysis
Existing AM Peak Hour Existing PM Peak Hour
Mainline Segment Direction Mainline Segment Volume
1 Density2 LOS Volume1 Density2 LOS
1 NB I-15 north of Clinton Keith Road 3,760 19.6 C 5,640 33.3 D
SB I-15 north of Clinton Keith Road 5,640 33.3 D 3,760 19.6 C
2 NB I-15 south of Clinton Keith Road 3,760 19.6 C 5,640 33.3 D
SB I-15 south of Clinton Keith Road 5,640 33.3 D 3,760 19.6 C
3 NB I-215 north of Clinton Keith Road 2,600 13.5 B 3,900 20.4 C
SB I-215 north of Clinton Keith Road 3,900 20.4 C 2,600 13.5 B
4 NB I-215 south of Clinton Keith Road 2,680 13.9 C 4,020 21.1 C
SB I-215 south of Clinton Keith Road 4,020 21.1 C 2,680 13.9 C
1 Volumes referenced from Caltrans Traffic Data Branch (2014) 2 Density reported as pc/mi/ln
17 I-24
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
4 Future Traffic Volume Development 4.1 Future Traffic Volumes The future background traffic is composed of existing traffic (based on the count data), background ambient traffic growth per year, and traffic from planned developments (i.e., cumulative projects). The analysis of cumulative conditions is required by the County of Riverside Traffic Study Guidelines. Traffic from all projects (anticipated to be completed by each analysis scenario) on file in the County and the City is added to baseline future traffic volumes to forecast traffic operations.
Traffic volumes for all future scenarios were developed based on the build-up method, using a linear growth rate derived from RivTam 2007 and 2035 model plots obtained from the County. These future scenarios, however, do not take into account circulation improvements that would be associated with the construction of each of the cumulative projects. Therefore, these scenarios do not include the intersection improvements that may be attributable as mitigation measures for these discrete cumulative projects or per the Countys General Plan Circulation Element. This is a very conservative and unlikely scenario, since circulation improvements must accompany future development projects to maintain threshold LOS.
4.2 Ambient Traffic Growth All future scenario traffic volumes were developed by applying a linear 2.4 percent annual growth rate to the existing (2016) traffic volumes. Use of an annual growth rate to account for area-wide growth is common to both current and previous traffic studies within the City and County.
4.3 Cumulative Projects California Environmental Quality Act (CEQA) requires that other reasonably foreseeable development projects which are either approved or being processed concurrently in the study area also be included as parking of a cumulative analysis scenario. A cumulative project list comprised of 31 projects was developed for the purposes of this analysis in accordance with City of Wildomar Commercial and Residential Development List (as of July 1, 2016).
For simplicity, the 31 projects have been grouped into areas that expected to have similar trip distribution patterns at the study area intersections. The reference number, project ID, project title, address and net trips for each related project are detailed in Appendix D. The location of each related project are shown in Figures 5 and 6.
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RESIDENTIAL PROJECT: 1: Lennar Briarwood
2: Lesie Tract Map
3: Richmond American Homes
4: Lennar North Ranch
9: Mc Vicar Residential Project
13: Westpark Promenade Development (Mixed-use)
14: Villa Siena Apartment Project
15: Grove Park Mixed-Use Project
16: Baxter Village Mixed-Use Project
17: Horizons/Strata Mixed-Use Project- Assisted Living Facility
22: Oak Creek Canyon
30: Diversified Pacific Homes
31: Pacific Grove Inv.
32: Beazer Homes
35: Baxter/Susan GPA/TTM
36: Ione/Palomar Residential
38: Rhoades Residential Project
39: Nova Homes Residential
40: Darling/Bundy Canyon Residential
41: Camelia Townhomes
RESIDENTIAL PROJECT DEVELOPMENT LIST
KEY Active (In-Process/Not Approved) Approved (Not Yet Under Construction) Approved (Under Construction)
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
Figure 5 Residential Project Development List
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6
1334
15517
28
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COMMERCIAL PROJECT: 5: Rancon Medical/Retail Center and Business park
6: Cornerstone Church Preschool & Admin Bld.
8: Wal-Mart Retail
13: Westpark Promenade Development (Mixed-use)
15: Grove Park Mixed-Use Project
16: Baxter Village Mixed-Use Project
17: Horizons/Strata Mixed-Use Project- Assisted Living Facility
21: Orange Bundy/Parcel Map 7 Community Retail Parcels
23: Bundy Canyon Plaza
27: Stable Lanes Retail Center
28: Wildomar Square Retail Center
COMMERICAL PROJECT DEVELOPMENT LIST
KEY Active (In-Process/Not Approved) Approved (Not Yet Under Construction) Approved (Under Construction)
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
Figure 6 Commercial Project Development List
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IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
5 Opening (Year 2022) Conditions 5.1 Opening (Year 2022) Traffic Volumes The Opening (Year 2022) background traffic is composed of existing traffic (based on the count data), background ambient traffic growth per year (identified as 2.4 percent per year for a total of 14.4 percent over 6 years), and traffic from the cumulative projects listed in Appendix D. The peak hour study intersection volumes for the Opening (Year 2022) is shown in Figure 7.
5.2 Opening (Year 2022) Intersection LOS A level of service analysis was conducted to evaluate Opening (Year 2022) intersection operations during the weekday AM peak hour. Table 7 summarizes the existing levels of service at the study area intersections. Opening (Year 2022) level of service calculation worksheets are included in Appendix B.
Table 7 Opening (Year 2022) Intersection LOS
Signalized Intersections Control Opening (Year 2022) Conditions
AM Peak Hour PM Peak Hour Delay LOS Delay LOS
1 Palomar and Clinton Keith Signal >80.0 F 54.6 D 2 Hidden Springs and Clinton Keith Signal 30.9 C 31.5 C 3 I-15 SB Ramps and Clinton Keith Signal 30.8 C 42.8 D 4 I-15 NB Ramps and Clinton Keith Signal 19.8 B 21.6 C 5 Arya and Clinton Keith Signal 29.1 C 49.6 D 6 George and Clinton Keith Signal 25.4 C 35.7 D 7 Inland Valley and Clinton Keith Signal 24.8 C 25.5 C 10 Smith Ranch and Clinton Keith Signal 9.5 A 6.2 A 11 Copper Craft and Clinton Keith Signal 19.7 B 20.8 C 12 Nutmeg and Clinton Keith Signal 23.5 C 33.9 C 13 California Oaks and Clinton Keith Signal >80.0 F 79.4 E 14 Via Madrid and Clinton Keith Signal 52.4 D 70.1 E 15 Greer and Clinton Keith Signal 39.1 D 79.8 E 16 Murrieta Oaks and Clinton Keith Signal >80.0 F >80.0 F 17 McElwain and Clinton Keith Signal 22.2 C 29.9 C 18 I-215 SB Ramps and Clinton Keith Signal 16.5 B 17.4 B 19 I-215 NB Ramps and Clinton Keith Signal 21.2 C 51.6 D 20 Whitewood and Clinton Keith Signal 67.2 E >80.0 F 21 California Oaks and Hancock Signal 16.2 B 15.7 B 22 California Oaks and Jackson Signal 30.3 C >80.0 F 23 Nutmeg and Jackson Signal 32.1 C 28.5 C
Unsignalized Intersections Control Opening Year (2022) Conditions
AM Peak Hour PM Peak Hour Delay LOS Delay LOS
8 Salida del Sol and Clinton Keith TWSC 36.9 E 41.9 E 9 Elizabeth and Clinton Keith TWSC 19.7 C 31.6 D 24 Inland Valley and Prielipp AWSC 15.2 C 16.1 C 25 Salida del Sol and La Estrella TWSC 9.3 A 8.9 A 26 Iodine Springs and La Estrella TWSC 9.9 A 9.3 A 27 George and La Estrella AWSC 10.5 B 8.8 A 28 I-15 SB Ramps and Baxter AWSC 25.4 D 26.9 D 29 I-15 NB Ramps and Baxter AWSC 14.1 B 21.7 C 30 Monte Vista and Baxter TWSC 14.1 B 9.8 A
Notes: Shaded unacceptable LOS; TWSC two-way stop; AWSC all-way stop
21 I-28
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
Clinton Keith Rd/Inland Valley Dr Clinton Keith Rd/Salida del Sol
Clinton Keith Rd/Hidden Springs Rd Clinton Keith Rd/I-15 NS Ramps Clinton Keith Rd/Arya Rd
Clinton Keith Rd/Smith Ranch RdClinton Keith Rd/Elizabeth LnClinton Keith Rd/George Ave
Clinton Keith Rd/I-15 SB Ramps
Clinton Keith Rd/Nutmeg St Clinton Keith Rd/California Oaks Rd Clinton Keith Rd/Greer RdClinton Keith Rd/Via MadridClinton Keith Rd/Copper Craft Dr
Clinton Keith Rd/Palomar St
1
6
11
2
7
12
3
13
4
14
5
10
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8 9
Unsignalized Intersections
Figure 7 Opening (Year 2022) Intersection Peak Hour Traffic Volumes53/33
225/119
217/164
99/153
24/22
414/327
411/445
2/1
539/668
0/0
0/0
0/0
65/58
9/5
26/40
233/88
40/25
108/58
0/0
0/0
0/0
6/9
0/0
26/23
55/32
1/0
11/7
85/38
3/0
65/47
24/18
3/2
25/13
53/38
102/39
142/94
0/0
0/0
0/0
8/3
1/1
58/32
57/53
45/3
221/112
141/195
446/732
350/270
269/565
816/1017
68/72
0/0
738/1206
442/304
564/600
881/870
0/0
66/51
1131/1074
118/102
48/45
941/1049
73/133
0/0
746/632
151/76
29/30
925/705
0/0
5/10
907/701
2/1
23/40
763/652
11/35
8/18
703/676
17/21
92/145
603/619
252/306
0/0
801/892
555/439
28/43
1308/1362
24/38
71/145
1194/1319
25/61
53/92
159/222
392/225
56/85
21/25
87/81
0/0
0/0
0/0
304/652
0/0
305/514
238/390
6/13
92/127
95/64
16/33
52/113
306/541
0/0
45/125 0/0
0/0
0/0
2/5
0/0
2/3
52/19
0/1
5/2
46/25
3/2
26/17
74/50
44/50
337/271
117/184
0/0
430/609
8/7
1/1
58/29
140/46
21/0
44/27
40/35
723/677
105/66
86/132
1193/970
1/8
0/0
918/875
774/500
375/323
1085/1219
0/0
79/59
1046/1183
287/425
118/126
995/1144
25/27
13/9
588/881
546/452
9/15
602/975
0/0
21/54
609/944
2/5
31/56
579/858
14/23
15/26
625/822
17/59
28/72
582/711
105/82
0/0
978/955
147/114
7/8
1388/1498
5/17
42/82
1360/1365
103/87
Legend
AM/PM Turning Movement Volume##/##Study Intersection
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
orni
a Oa
ks R
d
Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
d
1
23
4 56 7 10 11
12 13 1415
1617 18 19 20
21
22
23
8 9
24
252627
28 29 30
I-29
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
California Oaks/Jackson Ave Nutmeg Street/Jackson Ave
Clinton Keith Rd/McElwain Rd Clinton Keith Rd/I-215 NB Ramps Clinton Keith Rd/Whitewood Rd
La Estrella St/Salida del SolInland Valley/Prielipp Rd
Clinton Keith Rd/I-215 SB Ramps
La Estrella St/George Ave Baxter Rd/SB I-15 Ramps Baxter Rd/Monte VistaBaxter Rd/NB I-15 Ramps
California Oaks/Hancock Ave
La Estrella St/Iodine Springs Rd
Clinton Keith Rd/ Murreitta Oaks Rd
16
21
17
22
18
23
19 20
26 27 28
24
29
25
30
Figure 7 Opening (Year 2022) Intersection Peak Hour Traffic Volumes0/0
0/0
0/0
366/434
0/0
555/422
611/828
0/0
136/124
0/0
0/0
0/0
282/220
190/209
7/1
0/0
862/585
214/136
254/175
896/730
42/63
103/78
314/270
207/164
40/7
0/0
410/389
0/0
0/0
0/0
8/10
5/9
3/3
26/0
290/114
47/27
259/197
0/3
100/66
0/0
0/0
0/0
138/101
0/0
151/34
0/0
1252/1514
136/159
78/291
978/1205
0/0
283/169
457/788
0/0
132/70
549/483
0/0
3/1
29/1
30/2
130/240
0/0
449/371
33/112
23/80
16/35
131/185
139/197
96/143
270/379
11/1
1/0
0/0
78/18
0/2
10/3
91/35
0/1
57/16
18/11
23/22
0/0
352/561
88/69
130/46
214/157
0/0
64/30
174/111
0/0
49/45
0/0
172/117
0/0
0/0
0/0
0/0
0/0
0/0
181/477
0/0
489/636
229/293
105/406
86/3
0/0
505/811
348/410
218/532
583/1082
32/47
65/70
342/237
142/101
0/0
0/0
0/0
31/31
0/0
1/8
6/2
3/8
0/3
65/0
116/173
7/30 0/0
0/0
0/0
225/470
1/0
69/64
0/0
0/0
0/0
0/0
1433/1641
158/33
272/521
1434/1209
0/0
0/0
1213/1163
783/519
0/0
630/752
685/511
342/854
10/7
251/412
0/0
0/0
0/0
226/182
38/34
363/303
132/119
217/207
46/80
24/34
5/7
0/0
1/0
46/35
30/17
13/11
58/38
1/3
21/2
19/5
53/0
0/0
470/211
528/389
330/150
237/138
0/0
128/82
173/120
0/0
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
orni
a Oa
ks R
d
Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
d
1
23
4 56 7 10 11
12 13 1415
1617 18 19 20
21
22
23
8 9
24
252627
28 29 30
Unsignalized Intersections
Legend
AM/PM Turning Movement Volume##/##Study Intersection
I-30
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
As shown in Table 8, all study area intersections are forecast to operate at acceptable LOS under Opening (Year 2022) Conditions with the exception of the following 8 intersections:
Palomar Street/Clinton Keith Road: LOS F in the AM peak hour
California Oaks Road/Clinton Keith Road: LOS F in the AM peak hour and LOS E in PM peak hour
Via Madrid/Clinton Keith Road: LOS E in the PM peak hour
Greer/Clinton Keith Road: LOS E in the PM peak hour
Murrieta Oaks Avenue/Clinton Keith Road: LOS F in the AM and PM peak hours
Whitewood Road/Clinton Keith Road: LOS E in the AM peak hour and LOS F in the PM peak hour
California Oaks Road/Jackson Avenue: LOS F in PM peak hour
Salida del Sol/Clinton Keith Road: LOS E in AM and PM peak hours
5.3 Opening (Year 2022) Roadway Segment LOS Table 8 provides a summary of the Opening (Year 2022) Conditions roadway segment capacity analysis based on the capacity thresholds identified on Table 3. As shown on Table 8, three out of the total of 8 study area roadway segments potentially exceed or exceed the average daily vehicle capacity thresholds under Opening (Year 2022) Conditions.
Table 8: Opening (Year 2022) Roadway Segment Analysis
ID Roadway From To # Lanes Estimated
Daily Capacity
2022 V/C Ratio
A Clinton Keith Palomar Hidden Springs 4D 34,100 28,405 0.83
B Clinton Keith Inland Valley Salida del Sol 2U 13,000 21,078 1.62
C Clinton Keith Salida del Sol Elizabeth 2U 13,000 21,148 1.63
D Clinton Keith Nutmeg California Oaks 4U 34,100 25,600 0.75
E Clinton Keith Greer Murietta Oaks 4U 34,100 36,244 1.06
F Clinton Keith West of Whitewood 6U 53,900 15,491 0.29
G Baxter East of Monte Vista 2U 13,000 3,682 0.28
H La Estrella East of George 2U 13,000 1,348 0.10
Bolded: Potentially exceeds capacity (v/c 1.01-1.25); Bolded and Shaded: Exceeds capacity (v/c >1.26)
24 I-31
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
5.4 Opening (Year 2022) Freeway Mainline LOS Table 9 summarizes the Opening (Year 2022) freeway mainline LOS at the study area mainline segments. The freeway mainline analysis worksheets are contained in Appendix C.
Table 9: Opening (Year 2022) Freeway Mainline Analysis
Opening AM Peak Hour Opening PM Peak Hour
Mainline Segment Direction Mainline Segment Volume
1 Density2 LOS Volume1 Density2 LOS
1 NB I-15 north of Clinton Keith Road 4,335 23.1 C 6,502 45.3 F
SB I-15 north of Clinton Keith Road 6,502 43.5 E 4,335 23.1 C
2 NB I-15 south of Clinton Keith Road 4,335 23.1 C 6,502 43.5 E
SB I-15 south of Clinton Keith Road 6,502 43.5 E 4,335 23.1 C
3 NB I-215 north of Clinton Keith Road 2,997 15.6 B 4,496 27.3 D
SB I-215 north of Clinton Keith Road 4,496 27.3 D 2,997 15.6 B
4 NB I-215 south of Clinton Keith Road 3,090 16.0 B 4,634 25.0 C
SB I-215 south of Clinton Keith Road 4,634 25.0 C 3,090 16.0 B
1 Volumes referenced from Caltrans Traffic Data Branch (2014) 2 Density reported as pc/mi/ln
25 I-32
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
6 Interim (Year 2024) Conditions 6.1 Interim (Year 2024) Traffic Volumes The Interim (Year 2024) background traffic is composed of existing traffic (based on the count data), background ambient traffic growth per year (identified as 2.4 percent per year for a total of 19.2 percent over 8 years), and traffic from the cumulative projects listed in Appendix D. The peak hour study intersection volumes for the Interim (Year 2024) including existing traffic volumes, ambient traffic growth, and related project trips (the cumulative base traffic) is shown in Figure 8.
6.2 Interim (Year 2024) Intersection LOS A level of service analysis was conducted to evaluate Interim (Year 2024) intersection operations during the weekday AM peak hour. Table 10 summarizes the existing levels of service at the study area intersections. Interim (Year 2024) level of service calculation worksheets are included in Appendix B.
Table 10 Interim (Year 2024) Intersection LOS
Signalized Intersections Control Interim (Year 2024) Conditions
AM Peak Hour PM Peak Hour Delay LOS Delay LOS
1 Palomar and Clinton Keith Signal >80.0 F 58.9 E 2 Hidden Springs and Clinton Keith Signal 34.5 C 36.0 D 3 I-15 SB Ramps and Clinton Keith Signal 34.4 C 48.5 D 4 I-15 NB Ramps and Clinton Keith Signal 20.1 C 22.4 C 5 Arya and Clinton Keith Signal 32.7 C 58.6 E 6 George and Clinton Keith Signal 26.4 C 41.0 D 7 Inland Valley and Clinton Keith Signal 26.0 C 27.5 C 10 Smith Ranch and Clinton Keith Signal 8.7 A 6.4 A 11 Copper Craft and Clinton Keith Signal 20.1 C 20.9 C 12 Nutmeg and Clinton Keith Signal 25.3 C 37.0 D 13 California Oaks and Clinton Keith Signal >80.0 F >80.0 F 14 Via Madrid and Clinton Keith Signal 64.7 E >80.0 F 15 Greer and Clinton Keith Signal 47.4 D >80.0 F 16 Murrieta Oaks and Clinton Keith Signal >80.0 F >80.0 F 17 McElwain and Clinton Keith Signal 23.1 C 32.9 C 18 I-215 SB Ramps and Clinton Keith Signal 16.8 B 17.8 B 19 I-215 NB Ramps and Clinton Keith Signal 24.3 C 61.9 E 20 Whitewood and Clinton Keith Signal 73.8 E >80.0 F 21 California Oaks and Hancock Signal 16.7 B 16.7 B 22 California Oaks and Jackson Signal 32.6 C >80.0 F 23 Nutmeg and Jackson Signal 34.0 C 29.8 C
Unsignalized Intersections Control AM Peak Hour PM Peak Hour
Delay LOS Delay LOS 8 Salida del Sol and Clinton Keith TWSC 41.4 E 46.7 E 9 Elizabeth and Clinton Keith TWSC 20.7 C 32.6 D 24 Inland Valley and Prielipp AWSC 16.3 C 17.4 C 25 Salida del Sol and La Estrella TWSC 9.4 A 8.9 A 26 Iodine Springs and La Estrella TWSC 10.0 A 9.3 A 27 George and La Estrella AWSC 10.8 B 8.9 A 28 I-15 SB Ramps and Baxter AWSC 29.8 D 32.2 D 29 I-15 NB Ramps and Baxter AWSC 14.8 B 24.7 C 30 Monte Vista and Baxter TWSC 14.8 B 9.9 A
Notes: Shaded unacceptable LOS; TWSC two-way stop; AWSC all-way stop
26 I-33
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
Clinton Keith Rd/Inland Valley Dr Clinton Keith Rd/Salida del Sol
Clinton Keith Rd/Hidden Springs Rd Clinton Keith Rd/I-15 NS Ramps Clinton Keith Rd/Arya Rd
Clinton Keith Rd/Smith Ranch RdClinton Keith Rd/Elizabeth LnClinton Keith Rd/George Ave
Clinton Keith Rd/I-15 SB Ramps
Clinton Keith Rd/Nutmeg St Clinton Keith Rd/California Oaks Rd Clinton Keith Rd/Greer RdClinton Keith Rd/Via MadridClinton Keith Rd/Copper Craft Dr
Clinton Keith Rd/Palomar St
1
6
11
2
7
12
3
13
4
14
5
10
15
8 9
Unsignalized Intersections
Figure 8 Interim (Year 2024) Intersection Peak Hour Traffic Volumes55/35
234/124
226/170
103/160
25/23
431/341
429/464
2/1
562/696
0/0
0/0
0/0
68/61
10/5
27/42
243/92
42/26
112/61
0/0
0/0
0/0
6/10
0/0
27/24
57/33
1/0
12/7
88/39
4/0
68/49
25/19
4/2
26/13
55/39
106/41
148/98
0/0
0/0
0/0
8/4
1/1
61/33
60/55
47/4
231/117
147/203
465/763
364/281
281/589
851/1060
70/75
0/0
769/1257
461/317
588/625
919/906
0/0
69/54
1179/1120
123/106
50/46
981/1093
76/138
0/0
778/658
158/79
30/31
964/734
0/0
5/11
945/731
2/1
24/42
796/680
12/37
8/19
732/705
18/21
96/151
628/645
263/318
0/0
835/930
578/458
29/45
1363/1419
25/39
74/151
1245/1375
26/63
55/95
166/231
409/235
59/88
22/26
91/85
0/0
0/0
0/0
317/680
0/0
318/535
249/407
6/13
96/132
99/67
17/35
54/118
319/564
0/0
47/130 0/0
0/0
0/0
2/5
0/0
2/4
54/20
0/1
5/2
48/26
4/2
27/18
78/52
45/52
351/283
122/192
0/0
448/634
8/7
1/1
61/30
146/48
22/0
45/29
42/37
754/706
110/69
90/137
1244/1011
1/8
0/0
957/912
807/521
391/336
1132/1270
0/0
82/62
1091/1233
299/442
123/131
1037/1192
26/29
13/10
613/918
569/471
10/15
627/1016
0/0
22/56
634/984
2/5
32/58
603/894
14/24
16/27
651/856
18/62
29/75
607/740
110/86
0/0
1019/996
153/119
7/8
1447/1561
5/18
44/86
1418/1422
108/91
Legend
AM/PM Turning Movement Volume##/##Study Intersection
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
orni
a Oa
ks R
d
Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
d
1
23
4 56 7 10 11
12 13 1415
1617 18 19 20
21
22
23
8 9
24
252627
28 29 30
I-34
IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study
California Oaks/Jackson Ave Nutmeg Street/Jackson Ave
Clinton Keith Rd/McElwain Rd Clinton Keith Rd/I-215 NB Ramps Clinton Keith Rd/Whitewood Rd
La Estrella St/Salida del SolInland Valley/Prielipp Rd
Clinton Keith Rd/I-215 SB Ramps
La Estrella St/George Ave Baxter Rd/SB I-15 Ramps Baxter Rd/Monte VistaBaxter Rd/NB I-15 Ramps
California Oaks/Hancock Ave
La Estrella St/Iodine Springs Rd
Clinton Keith Rd/ Murreitta Oaks Rd
16
21
17
22
18
23
19 20
26 27 28
24
29
25
30
Figure 8 Interim (Year 2024) Intersection Peak Hour Traffic Volumes0/0
0/0
0/0
381/452
0/0
578/440
637/863
0/0
142/129
0/0
0/0
0/0
294/229
198/218
7/1
0/0
899/609
223/142
265/182
934/761
44/66
108/81
327/281
216/170
42/7
0/0
428/405
0/0
0/0
0/0
8/11
5/10
4/4
27/0
302/119
49/29
270/205
0/4
104/69
0/0
0/0
0/0
143/105
0/0
158/36
0/0
1305/1577
142/166
81/303
1019/1255
0/0
295/176
477/821
0/0
137/73
572/503
0/0
4/1
30/1
31/2
135/250
0/0
468/386
35/117
24/83
17/37
136/193
145/205
100/149
282/395
12/1
1/0
0/0
81/19
0/2
11/4
94/37
0/1
60/17
19/12
24/23
0/0
367/584
92/72
135/48
223/163
0/0
67/31
182/116
0/0
51/46
0/0
179/122
0/0
0/0
0/0
0/0
0/0
0/0
189/497
0/0
510/663
239/305
110/423
90/4
0/0
527/845
363/427
227/554
608/1128
33/49
68/73
356/247
148/105
0/0
0/0
0/0
32/32
0/0
1/8
6/2
4/8
0/4
68/0
121/180
7/31 0/0
0/0
0/0
234/490
1/0
72/67
0/0
0/0
0/0
0/0
1494/1710
165/35
283/542
1495/1260
0/0
0/0
1264/1211
816/541
0/0
657/783
715/533
356/889
11/7
262/429
0/0
0/0
0/0
235/190
39/36
379/316
137/124
226/216
48/83
25/36
5/7
0/0
1/0
48/37
31/18
13/12
61/39
1/4
22/2
20/5
55/0
0/0
490/219
551/405
344/156
247/144
0/0
134/86
180/125
0/0
Baxter Rd
Monte Vista
Clint
on K
eith
Rd
Nutm
eg St
Prielipp Rd
Jackson Ave
Palomar St
George Ave
Salida del Sol
Inland Valley Dr
Arya Rd
Elizabeth Ln
Calif
orni
a Oa
ks R
d
Via Madrid
Green Rd
Murrei
tta Oak
s Rd
McE
lwai
n Rd
Whi
tew
ood
Rd
Hancock Ave
LaEstrella St
Clinton Keith Rd
Los Ala
mos R
d
1
23
4 56 7 10 11
12 13 1415
1617 18 19 20
21
22
23
8 9
24
252627
28 29 30
Unsignalized Intersections
Legend
AM/PM Turning Movement Volume##/##Study Intersection
I-35
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
As shown in Table 10, all study area intersections are forecast to operate at acceptable LOS under Interim (Year 2024) Conditions with the exception of the following 9 intersections:
Palomar Street/Clinton Keith Road: LOS F in the AM peak hour and LOS E in the PM peak hour
Arya/Clinton Keith Road: LOS E in the PM peak hour
California Oaks Road/Clinton Keith Road: LOS F in the AM and PM peak hours
Via Madrid/Clinton Keith Road: LOS E in the AM peak hour LOS F in the PM peak hour
Greer/Clinton Keith Road: LOS F in the PM peak hour
Murrieta Oaks Avenue/Clinton Keith Road: LOS F in the AM and PM peak hours
Whitewood Road/Clinton Keith Road: LOS E in the AM peak hour and LOS F in the PM peak hour
California Oaks Road/Jackson Avenue: LOS F in PM peak hour
Salida del Sol/Clinton Keith Road: LOS E in AM and PM peak hours
6.3 Interim (Year 2024) Roadway Segment LOS Table 11 provides a summary of the Interim (Year 2024) Conditions roadway segment capacity analysis based on the capacity thresholds identified on Table 3. As shown on Table 11, three out of the total of 8 study area roadway segments potentially exceed or exceed the average daily vehicle capacity thresholds under Interim (Year 2024) Conditions.
Table 11: Interim (Year 2024) Roadway Segment Analysis
Bolded: Potentially exceeds capacity (v/c 1.01-1.25); Bolded and Shaded: Exceeds capacity (v/c >1.26)
ID Roadway From To # Lanes Estimated
Daily Capacity
2024 V/C Ratio
A Clinton Keith Palomar Hidden Springs 4D 34,100 29,378 0.86
B Clinton Keith Inland Valley Salida del Sol 2U 13,000 21,801 1.68
C Clinton Keith Salida del Sol Elizabeth 2U 13,000 21,872 1.68
D Clinton Keith Nutmeg California Oaks 4U 34,100 26,478 0.78
E Clinton Keith Greer Murietta Oaks 4U 34,100 37,486 1.10
F Clinton Keith West of Whitewood 6U 53,900 16,022 0.30
G Baxter East of Monte Vista 2U 13,000 3,808 0.29
H La Estrella East of George 2U 13,000 1,394 0.11
29 I-36
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
6.4 Interim (Year 2024) Freeway Mainline LOS Table 12 summarizes the Interim (Year 2024) freeway mainline LOS at the study area mainline segments. The freeway mainline analysis worksheets are contained in Appendix C.
Table 12: Interim (Year 2024) Freeway Mainline Analysis
Interim AM Peak Hour Interim PM Peak Hour
Mainline Segment Direction Mainline Segment Volume
1 Density2 LOS Volume1 Density2 LOS
1 NB I-15 north of Clinton Keith Road 4,478 24.0 C 6,717 45.7 F
SB I-15 north of Clinton Keith Road 6,717 45.7 F 4,478 24.0 C
2 NB I-15 south of Clinton Keith Road 4,478 24.0 C 6,717 45.7 F
SB I-15 south of Clinton Keith Road 6,717 45.7 F 4,478 24.0 C
3 NB I-215 north of Clinton Keith Road 3,097 15.7 B 4,645 24.4 C
SB I-215 north of Clinton Keith Road 4,645 24.4 C 3,097 15.7 B
4 NB I-215 south of Clinton Keith Road 3,192 16.2 B 4,788 25.4 C
SB I-215 south of Clinton Keith Road 4,788 25.4 C 3,192 16.2 B
1 Volumes referenced from Caltrans Traffic Data Branch (2014) 2 Density reported as pc/mi/ln
30 I-37
IBI GROUP DRAFT REPORT WILDOMAR CAMPUS MASTER PLAN DRAFT TRAFFIC STUDY Prepared for Placeworks
7 Future (Year 2030) Conditions 7.1 Future (Year 2030) Traf