Appendix I Traffic Impact Analysis - Mt. San Jacinto … Intersection Lane Geometry and Control (1...

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

September 1, 2016 I-2


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

September 1, 2016 i I-3


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

September 1, 2016 i I-7


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

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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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Figure 1 Project Location

IBI GROUP September 2016Wildomar Campus Master Plan Traffic Study

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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


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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Baxter Rd

Monte Vista

Clint

on K

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Rd

Nutm

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Prielipp Rd

Jackson Ave

Palomar St

George Ave

Salida del Sol

Inland Valley Dr

Arya Rd

Elizabeth Ln

Calif

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ks R

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Via Madrid

Green Rd

Murrei

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McE

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Whi

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Rd

Hancock Ave

LaEstrella St

Clinton Keith Rd

Los Ala

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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

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Figure 3 Study Area Intersection Lane Geometry and Control

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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


La Estrella St/George Ave Baxter Rd/SB I-15 Ramps Baxter Rd/Monte VistaBaxter Rd/NB I-15 Ramps


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21

26

17

22

27

18

23

28

19

24

29

20

25

30

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

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

Legend

Signalized Intersections


Permitled de facto Right Turn Stop Sign Control Lane Geometry

Free Right Right Turn Overlap

Protected LeftPROT PERM d

o

Figure 3 Study Area Intersection Lane Geometry and Control

PROT

PROTPROT

PROTPROTPROT

PROT

PROT

PROT

PROTPROT

PROT

PERMd

PROT

PROT

PROT

PROT

PROT

PROT

d

o

d

d d dd d

d

d d

d

d

I-18


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








1

6

11

2

7

12

3

13

4

14

5

10

15

8 9


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

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-20










16

21

17

22

18

23

19 20

26 27 28

24

29

25

30

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

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


Legend


I-21


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


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


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


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


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.

18 I-25

3140

35

22

216

36

7

32 9 3

38

4

41

1

17 1415

1330

39

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)


Figure 5 Residential Project Development List

I-26

21

238

6

1334

15517

28

27

16

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)


Figure 6 Commercial Project Development List

I-27


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


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


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








1

6

11

2

7

12

3

13

4

14

5

10

15

8 9


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


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










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


Legend


I-30


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


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


24 I-31


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



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


25 I-32


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


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








1

6

11

2

7

12

3

13

4

14

5

10

15

8 9


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


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










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


Legend


I-35


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



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


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



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


30 I-37


7 Future (Year 2030) Conditions 7.1 Future (Year 2030) Traf

Appendix I Traffic Impact Analysis - Mt. San Jacinto … Intersection Lane Geometry and Control (1...

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