Attachment 1 Cloverfield Retail Center Traffic Impact Analysis.pdf — Salinas City Council, September 6, 2022 (part 1 of 2)

Salinas, California:

Salinas (Cloverfield) Retail Center
Transportation Impact Analysis
160 W. Santa Clara St.

Suite 675
San Jose, CA 95113
408.278.1700
December 2010
Prepared for: Cloverfield Management, LLC Prepared by:

Final Report

Salinas (Cloverfield) Retail Center
Transportation Impact Analysis

Prepared for:

Cloverfield Management, LLC
EMC Planning Group Inc.
and the
City of Salinas

Prepared by:

Fehr & Peers

December 2, 2010

SJ10-1154

TABLE OF CONTENTS

Executive Summary ..................................................................................................................................... i

1. Introduction ........................................................................................................................................... 1 Salinas Future Growth Area North of Boronda Road ............................................................................. 2

2. Existing Conditions .............................................................................................................................. 5 Existing Roadway Network ..................................................................................................................... 5 Existing Pedestrian Facilities .................................................................................................................. 6 Existing Bicycle Facilities ........................................................................................................................ 6 Existing Transit Facilities ........................................................................................................................ 8 Existing Volumes and Lane Configurations ............................................................................................ 8 Existing Intersection Levels of Service ................................................................................................. 14 Existing Roadway Segment Levels of Service ..................................................................................... 16 Existing Freeway Mainline Levels of Service ....................................................................................... 16 Field Observations ................................................................................................................................ 17

3. Project Conditions .............................................................................................................................. 18 Project Traffic Estimates ....................................................................................................................... 18 Project Impact Criteria .......................................................................................................................... 25 Project Roadway Improvements ........................................................................................................... 26 Project Intersection Levels of Service .................................................................................................. 27 Project Roadway Segment Levels of Service ...................................................................................... 28 Project Freeway Mainline Levels of Service ......................................................................................... 28 Project Signal Warrant Analysis ........................................................................................................... 29 Intersection Impacts and Mitigation Measures ..................................................................................... 29 Roadway Impacts and Mitigation Measures ......................................................................................... 30 Freeway Mainline Impacts and Mitigation Measures ........................................................................... 30 Pedestrian, Bicycle and Transit Impacts and Mitigation Measures ...................................................... 31 Proposed Site Access, and On-Site Circulation ................................................................................... 32 Recommended Site Plan Modifications ................................................................................................ 32

4. Cumulative Conditions ...................................................................................................................... 35 Cumulative Traffic Volumes .................................................................................................................. 35 Cumulative Roadway Improvements .................................................................................................... 35 Cumulative Without Project Levels of Service ...................................................................................... 35 Cumulative With Project Levels of Service ........................................................................................... 38 Cumulative Intersection Impacts and Mitigation Measures .................................................................. 44 Cumulative Roadway Impacts and Mitigation Measures...................................................................... 45 Cumulative Freeway Mainline Impacts and Mitigation Measures ........................................................ 46

5. Boronda Road Progression Analysis ............................................................................................... 47 Model Development .............................................................................................................................. 47 Progression Analysis ............................................................................................................................ 47

APPENDICES
Appendix A: Existing Traffic Counts
Appendix B: Intersection Level of Service Calculations Appendix C: Freeway Mainline Level of Service Calculations Appendix D: Peak-Hour Signal Warrants
Appendix E: Intersection Queue Reports
Appendix F: Mitigated Intersection Level of Service Calculations Appendix G: Approved and Pending Projects
Appendix H: Fair Share Calculations at the Intersection of Boronda Road and Main Street Appendix I: East Boronda Road and San Juan Grade Road Intersection Analysis Memorandum Appendix J: East Boronda Road and San Juan Grade Road Conceptual Striping Plans

LIST OF FIGURES

Figure 1 Project Location and Study Locations .................................................................................. 3 Figure 2 Site Plan ............................................................................................................................... 4 Figure 3 Existing Bicycle and Pedestrian Facilities ............................................................................ 7 Figure 4 Existing Transit Facilities ...................................................................................................... 9 Figure 5A Existing Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes ............ 10 Figure 5B Existing Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes ............ 11 Figure 6 Project Trip Distribution ...................................................................................................... 20 Figure 7A Project Trip Assignment...................................................................................................... 21 Figure 7B Project Trip Assignment...................................................................................................... 22 Figure 8A Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes ............. 23 Figure 8B Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes ............. 24 Figure 9 Site Plan Recommendations .............................................................................................. 34 Figure 10A Cumulative without Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes .......................................................................................................... 40 Figure 10B Cumulative without Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes .......................................................................................................... 41

Figure 11A Cumulative with Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes .......................................................................................................... 42

Figure 11B Cumulative with Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes .......................................................................................................... 43

LIST OF TABLES

Table 1 Existing Transit Service ............................................................................................................. 8 Table 2 Signalized Intersection Level of Service Definitions Using Average Control Vehicular Delay 12 Table 3 Unsignalized Intersection Level of Service Definitions ............................................................ 13 Table 4 Level of Servic e Threshold Volumes For Various Roadway Types ........................................ 13 Table 5 Density-Based Freeway Le vel of Service Definitions .............................................................. 14 Table 6 Existing Intersec tion Levels of Service .................................................................................... 15 Table 7 Existing Local Roadway Segment Levels of Service .............................................................. 16 Table 8 Existing US 101 Freeway Mainline Levels of Service ............................................................. 16 Table 9 Project Trip Gene ration Rates and Estimates ......................................................................... 19 Table 10 Existing and Project Inte rsection Levels of Service................................................................. 27 Table 11 Existing and Project Local Ro adway Segment Levels of Service ........................................... 28 Table 12 Existing and Project US 101 Free way Mainline Levels of Service .......................................... 29 Table 13 Cumulative Inters ection Levels of Service .............................................................................. 36 Table 14 Cumulative Roadway Segment Levels of Service ................................................................... 37 Table 15 Cumulative US 101 Freewa y Mainline Levels of Service ........................................................ 38 Table 16 Peak-Hour Boronda R oad Progression Analysis .................................................................... 47

Salinas (Cloverfield) Retail Center TIA
December 2010

EXECUTIVE SUMMARY
This report presents the results of the transportation impact analysis (TIA) for the proposed 205,848 square foot (s.f.) Salinas retail center located at the northeast corner of East Boronda Road and San Juan Grade Road in Salinas, California.

The impacts of the proposed project to the surroun ding transportation system were evaluated following the guidelines of the City of Salinas and Caltrans. The operations of 12 key intersections, four roadway segments and four freeway segments north and so uth of the US 101/Boronda Road interchange were evaluated with level of service calculations during the weekday evening (PM) and Saturday (SAT) peak period for Existing, Project, Cumulative Without Proj ect, and Cumulative With Project Conditions. This study assumes that a minimal amount of traffic w ill be generated during the AM peak period and will not substantially affect the surroundi ng roadways. The Saturday mid-day analysis is presented as an informational scenario because this time period occurs once a week; rather, than a typical midweek (e.g., Tuesday through Thursday) PM peak hour that occurs three times a week.

SALINAS FUTURE GROWTH AREA NORTH OF BORONDA ROAD
The proposed project is consistent with the current General Plan l and use and does not conflict with planned roadway improvements. The cumulative analys is conducted for the Cloverfield Retail Center considered approved and pending projects (i.e., projects with applications on file with the City). A focused General Plan AM and PM peak hour analysis was completed to determine if the planned intersection configuration at San Juan Grade Road and East Boronda Road could be modified to exclude a westbound right turn-lane (See Appendix I ). The effects of long-range cumulative development associated with buildout of the future growth area north of East Boronda Road on the local and regional transportation facilities have been ev aluated at the General Plan roadway segment level during the 2002 City General Plan update and the supplem ental transportation analysis (see Final Salinas Sphere of Influence Amendment and Annexation Supplemental TIA , November 2007). The potential transportation impacts from the long-range cumulative development were also included in the Circulation Element update, environmental documents, and City of Salinas Traffic Improvement Program (updated March 2010). Separate environmental review will be conducted for individual specific plan proposed within the future growth area.

PROJECT TRIP ESTIMATES
The proposed project is estimated to generate 826 net new PM peak-hour trips (405 inbound and 421 outbound) and 1,096 net new SAT mid-day peak-hour trips (570 inbound and 526 outbound).

INTERSECTION IMPACTS AND MITIGATION
Project Conditions
The project would have a significant impact at the East Boronda Road and San Juan Grade Road intersection based on the existing lane configuration. Mitigation to reduce the project impact to less-than- significant requires the construction of a second eastbound left turn lane consistent with the City of Salinas Public Works Department active project (N o. 9510) to construct double lefts on all approaches.

Other secondary impacts will include tree removal, lengthening of crosswalks, and/or modification of signal phasing that could increase the pedestrian crossing distances/times at the intersection.

ii
Home Driveway intersection to right -in-right-out access only. This driveway modification would require a U-turn movement at the signalized intersections on San Juan Grade Road at both Northridge Drive and East Boronda Road. Under Project Conditions fewer than 10 vehicles make a northbound left into the mobile home driveway during the PM or SAT peak hour s. And zero vehicles make an eastbound left turn from the mobile home driveway during the PM and SAT peak hours. The City of Salinas should continue to monitor this location and conduct an engineeri ng study to evaluate the need for turn movement restrictions as appropriate to maintain acceptable intersection operations.

Cumulative With Project Conditions
The Boronda Road and North Main Street intersection would be less-than-significant with the following mitigation:
 Widen the eastbound approach to include a third eastbound through lane.  Modify the signal timing to include a southbou nd right-turn overlap phase, which requires prohibition of eastbound u-turns.

In addition to the PM peak hour improvements listed above, the SAT peak hour also requires modification of the westbound shared through-right lane into an exclusive through lane and separate right-turn lane.

Widening intersections and/or roadways for infrequent peak demand creates a vehicle oriented street system that increases the exposure of pedestrians and bicyclist to vehicle traffic. Thus, the Saturday peak hour mitigation is provided for info rmational purposes because this time period occurs less frequently than a typical mid-week PM peak hour.

Under both the PM and SAT peak hours, additional right-of-way may be needed, which would affect existing parking lots and landscape frontages on eac h corner. These improvements are not included in the Salinas Traffic Improvement Program (TIP). Thus, payment of the city impact fee will not fulfill the project applicants obligations for mitigating this inters ection impact to less-than-significant. However, the project applicant may either construct the physical improvements and enter into a reimbursement with the City or the City may update the Salinas Traffic Improvement Program (TIP) to include these improvements and payment of the updat ed city impact fee would fulfill the project applicants obligations for mitigating this cumulative intersection impact to less-than-significant. Unless other funding sources such as contributions from other developers, or city funds are made available, these roadway improvements will not be implemented, and this impact would be significant and unavoidable.

The East Boronda Road and San Juan Grade Road intersection would be less-than-significant with the following mitigation:
 Widen each approach to include a second left-turn lane.

This mitigation is consistent with the City of Salinas Public Works Department active project (No. 9510) to construct double lefts on all approaches.

Mitigation of the significant operational impact for the southbound left-turn lane at the East Boronda Road and San Juan Grade Road intersection requires modification of the San Juan Grade Road and Mobile Home Driveway intersection to right -in-right-out access only. This driveway modification would require a U-turn movement at the signalized intersections on San Juan Grade Road at both Northridge Drive and East Boronda Road. Under Cumulative plus Project Conditions fewer than 10 vehicles make a northbound left into the mobile home driveway during the PM or SAT peak hours. And zero vehicles make an eastbound left turn from the mobile home driveway during the PM and SAT peak hours. The City of Salinas should continue to monitor this location and conduct an engineering study to evaluate the need for turn movement restrictions as appropriate to maintain acceptable intersection operations.

Salinas (Cloverfield) Retail Center TIA
December 2010

iii
The East Boronda Road and McKinnon Street intersection would be less-than-significant with the following mitigation:
 Widen both the eastbound and westbound directions to provide a second through lane, which is currently being designed by City staff.

Secondary impacts with widening will include tree removal, lengthening of crosswalks, and/or modification of signal phasing that could increase the crossing distance/time for pedestrians.

The City of Salinas should continue to monitor this location and conduct an engineering study to evaluate the need for turn movement restrictions as appropriate to maintain acceptable intersection operations.

Under Cumulative plus Project Conditions fewer than 30 vehicles make a northbound left from the shopping center driveway to East Boronda Road during the PM or SAT peak hours.

ROADWAY SEGMENT IMPACTS AND MITIGATION
Project Conditions and Cumulative with Project Conditions East Boronda Road between McKin non Street and Natividad Road – This roadway segment requires widening to a 4-lane arterial to provide acceptab le operations (LOS D) and mitigate the impact to less- than-significant.

FREEWAY MAINLINE SEGMENT IMPACTS AND MITIGATION
Project Conditions and Cumulative with Project Conditions The results of the freeway level of service analysis indicate that the proposed project would create a significant impact on the following mixed-flow freeway segments during the PM peak hour:
 US 101 between Laurel Drive and Boronda Road
 US 101 between Boronda Road and Russell Road
The widening of US 101 to 6-lanes between the new Russell Road interchange and Harris Road ( City of Salinas Traffic Improvement Program Project Number 32) would mitigate the project’s impact. The TAMC regional project list does not include the widening of US 101 through the City of Salinas in the regional transportation impact fee, nor does the 2010 Monterey County Constrained Regional Transportation Plan.

1 The use of peak-hour signal warrants is intended to examine the general correlation between the planned level of future development and the need to install new traffic signals. The tr affic analysis presented in the document estimates future development-generated traffic compared against a sub-set (peak-hour warrant) of the standard traffic signal warrants recommende d in the Manual of Uniform Traffic Control Devices (MUTCD), Federal Highway Administration 2000 and associated State guidelines.

This analysis should not serve as the only basis for deciding whether and when to install a signal. To reach such a decision, t he full set of warrants should be investigated based on field-measured traffic data and a thorough study of traffic and roadway conditi ons by an experienced engineer. Furthermore, the decision to instal l a signal should not be based solely on the warrants because the installation of signals can lead to certain types of collisions . The responsible state or local agency should undertake regular monitoring of actual traffic c onditions and accident data and conduct a timely re-eva luation of the full set of warrants in order to prioritize and program intersections for signalization.

Salinas (Cloverfield) Retail Center TIA
December 2010

iv
mentioned previously, the proposed project is consistent with land use designations contained in the 2002 General Plan, which were used as a basis for projecting traffic impacts identified in the Final Supplement for the Salinas General Plan Final Program Environmental Impact Report (2007). The City made a statement of overriding considerat ion for these impacts. This conclusion is discussed further in the California Environmental Quality Act (CEQA) documentation for this proposed project.

PEDESTRIAN, BICYCLE, AND TRANSIT IMPACTS AND MITIGATION Crosswalks will be provided at the signalized driv eways of San Juan Grade Road/Northridge Way and East Boronda Road/Dartmouth Way. Access to the proj ect site will be connected from the sidewalk via a short pedestrian path near the Lowe’s Home Improvement loading area. A pedestrian path from the East Boronda Road sidewalk to the Lowe’s main building entrance will provide a direct connection through the parking lot. Thus, the existing and proposed pedestrian facilities can reasonably accommodate the increased demand and the newly constructed pedestrian facilities will not conflict with planned facilities; therefore, less-than-significant pedestrian facility impacts are anticipated.

Existing bicycle facilities can acco mmodate increased demand, and the proposed proj ect will not conflict with existing or planned bicycle facilities. Thus, the project’s impacts to the bike facilities are less-than- significant. The project should provide bike parking on-site and in highly visible locations to encourage biking and discourage theft.

The project site plan identifies two proposed bus stop locations to accommodate the potential transit ridership demand. No other modification and/or enhancement are identified that conflicts with the existing transit system or planned transit syst em, hence the proposed project will have a less-than-significant impact on transit facilities.

SITE ACCESS AND ON-SITE CIRCULATION RECOMMENDATIONS
Primary and secondary access to the site will be provided via driveways on San Juan Grade Road and East Boronda Road. If the main driveways experience significant congestion, the other driveways provide secondary ingress and egress to the site. The site access and on-site circulation is considered adequate with the following recommendations:

Vehicular Access and Circulation
Recommendation 1 - The site plan shows a four legged uncont rolled junction immediately north of the right-in & right out project driveway on East Boronda Road. It is recommended that the uncontrolled junction be reconfigured by removing the east acce ss to Buildings R1 and J1 and removing the west access to buildings R2 and R3. This modification would allow for additional parking spaces.

Recommendation 2 - Reconfigure the north leg of East Bo ronda Road/Dartmouth Way by removing the inbound left turn lane and extending the outbound left tu rn lane to provide greater queue storage at the signal to minimize spillback into the parking aisles.

Pedestrian Access and Circulation
Recommendation 3 - All sidewalks both on-site and along t he project frontage should be a minimum of eight feet in width.

Recommendation 4 - The pedestrian crossings on-site should have similar crossing treatments.

Salinas (Cloverfield) Retail Center TIA
December 2010

v
Bicycle Access and Circulation
Recommendation 5 - Bicycle parking should be provided near the entrances of each building (A1, J1, R1, R2, R3, and P1). The bicycle racks and/or lockers on-site should be placed in highly visible locations to encourage bicycling and discourage theft.

Salinas (Cloverfield) Retail Center TIA
December 2010

1 1. INTRODUCTION
This report presents the results of the transportation impact analysis (TIA) for the proposed Salinas retail center located at the northeast corner of Ea st Boronda Road and San Juan Grade Road in Salinas, California. The proposed retail devel opment includes a 120,944- square foot (s.f.) home improvement store with a 31,384 s.f. garden center plus up to 53,520 s.f. of retail out parcels that may include fast food and quality dining uses along the site’s street fr ontage. For orientation purposes, Boronda Road is considered an east-west roadway, while US 101, Ma in Street and San Juan Grade Road are considered north-south facilities.

The analysis was conducted to identify potential effects of the proposed project on the surrounding transportation system and to recommend appropriate improvements to mitigate any significant impacts.

Figure 1 presents the project location, surrounding roadway system, and study intersections. The proposed site plan is shown on Figure 2.

Transportation impacts were estimated following the guidelines of the City of Salinas and incorporate guidelines from Caltrans, and the Transportation Ag ency for Monterey County (TAMC) as needed. The analysis evaluated the operations of the following twelve (12) key intersections:

1. Russell Road and Van Buren Avenue

2. Russell Road and San Juan Grade Road

3. San Juan Grade Road and Van Buren Avenue

4. San Juan Grade Road and Northridge Way

5. San Juan Grade Road and Mobile Home Driveway

6. Boronda Road and US 101 Southbound Ramps

7. Boronda Road and US 101 Northbound Ramps

8. Boronda Road and Main Street

9. East Boronda Road and San Juan Grade Road

10. East Boronda Road and Driveway 1 (near Home Depot driveway)

11. East Boronda Road and Driveway 2 (Dartmouth Way)

12. East Boronda Road and McKinnon Street
Two-way directional roadway segments were analyzed during the weekday PM and Saturday midday peak hours at the following street segments:

1. Boronda Road between McKinnon Street and El Dorado Drive

2. Boronda Road between El Dorado Drive and Natividad Road The operations of the study intersections and roadway segments were evaluated during the weekday afternoon (4:00 to 6:00 PM) and Saturday midday (11:00 AM to 1:00 PM) peak periods for:

Scenario 1: Existing Conditions – Existing volumes obtained from turning movement counts representing the peak one-hour vehicle flow.

Scenario 2: Project Conditions – Existing peak-hour traffic volumes plus the net new traffic generated by the proposed project.

Scenario 3: Cumulative Without Project Conditions – Existing peak-hour volumes plus traffic from approved but not yet constructed or occupied developments, and pending projects in the area.

Scenario 4: Cumulative With Project Conditions – Cumulative Without Project (Scenario 3) volumes plus net new traffic generated by the proposed project.

Salinas (Cloverfield) Retail Center TIA
December 2010

2 While the project will generate some traffic during the AM peak per iod, the highest volumes will be generated during the weekday PM and Saturday midday hours. Thus, this analysis focused on these latter periods. The Saturday mid-day analysis is presented as an informational scenario because this time period occurs once a week; rather, than a typical midweek (e.g., Tuesday through Thursday) PM peak hour that occurs three times a week.

The freeway mainline was analyzed during the PM peak period at:

1. US 101 between Laurel Drive and Boronda Road

2. US 101 between Boronda Road and Russell Road
On-site vehicle circulation, site access, and parki ng were reviewed and compared to industry design standards and City code requirements where applic able. The effect of the project on existing and proposed bicycle, pedestrian, and transit facilities and services was also assessed.

The remainder of this report is divided into five ch apters. The existing transpor tation system serving the site and the current operating conditions of the study intersections, roadway segments and freeway segments are described in Chapter 2. Chapter 3 describes Project Conditions, including the method used to estimate the amount of project traffic added to the surrounding roadways and its impact on the transportation system. This chapter also includes a discussion of site access, on-site circulation, and parking. Cumulative scenarios with and without the proposed project are discussed in Chapter 4. Chapter 5 presents the Boronda Road progression analysis.

1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
1 2
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 2
1 July 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= Roadway Study Segment
= Freeway Study Segment
Project Location and Study Locations
Figure 1
X
X
X
X
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 SAN JUAN GRADE ROAD

EAST BORONDA ROAD
July 2010
SJ10-1154
Salinas Retail Center TIA
Site Plan
Figure 2
Salinas (Cloverfield) Retail Center TIA
December 2010

5 2. EXISTING CONDITIONS
This chapter describes the existing conditions of th e roadway facilities, pedestrian and bicycle facilities, transit service, traffic volumes, and intersection o perations within the study area. This chapter also includes a discussion of the method used to qua ntify intersection operations and the corresponding results.

EXISTING ROADWAY NETWORK
Regional access to the project site is provided by US 101. Local access to the site is provided by Russell Road, Boronda Road Harden Parkway, Alvin Drive, Main Street, San Juan Grade Road, Van Buren Avenue, Dartmouth Way and McKinnon Street. This section describes the existing roadway network, which is illustrated on Figure 1.

North/South Local Roadways
US 101 is a north-south, four-lane freeway extending th rough the City of Salinas. Except for Russell Road, the intersection of US 101 and major roadways in Salinas are either an interchange or grade separated overpass. US 101 is a four-lane divided highway with a three beam median barrier through Salinas, and a multilane highway immediately north and south of Salinas.

North Main Street is four-lane major arterial south of its inters ection with US 101. North of US 101, North Main Street is generally a six-lane divided arterial roadway that intersects East Laurel Drive, San Juan Grade Road, East Boronda Road, and Russell Road with posted speed limits from 35 to 45 mph. North of Boronda Road, N. Main Street is a four-lane major arterial with a center two-way-left-turn-lane. From Market Street to US 101, N. Main Street is designat ed SR 183. South of Market Street, N. Main Street splits into a one-way couplet (Salinas Street s outhbound and Monterey Street northbound) until John Street, at which point it becomes S. Main Street. From Blanco Road to John Street, S. Main Street is designated SR 68. Major intersections are controlled by traffic signals.

Van Buren Avenue is a two-lane collector that connects Russell Road and San Juan Grade Road. The posted speed limit is 25 mph.

San Juan Grade Road is a four-lane divided major arterial that ru ns northeasterly from N. Main Street to East Boronda Road. Leaving the city limits north of East Boronda Road, Sa n Juan Grade Road narrows to a two-lane rural road. San Juan Grade Road passes west of the project site as a two-lane rural roadway and intersects Russell Road, and Rogge Road. The posted speed limit ranges from 35 to 55 mph.

Dartmouth Way is a two-lane local street with a posted speed limit of 25 mph. Posted signs and fencing across Dartmouth Way prevents a vehicle connection with Pennsylvania Drive.

McKinnon Street is a two-lane collector with bicycle lane s that connects with Boronda Road and Alvin Drive. The posted speed limit is 35 mph.

El Dorado Drive is a two-lane collector with bicycle lanes that connects with Boronda Road and Alvin Drive. The posted speed limit is 25 mph.

Natividad Road is a six-lane divided major arterial from East Laurel to East Boronda Road. A portion of Natividad Road, between East Boronda Road and Los Coches Drive, has sound walls on each side of the roadway with a posted speed limit of 45 mph. Natividad Road is a two-lane rural roadway north of East Boronda Road. South of East Bernal Drive, this road is known as Sherwood Drive, a 4-lane arterial.

Salinas (Cloverfield) Retail Center TIA
December 2010

6 East/West Local Roadways
Russell Road begins at the Espinosa Road/Russell Road interchange with US 101 and proceeds east to San Juan Grade Road as a two-lane roadway. The posted speed limit ranges from 35 to 45 mph.

Boronda Road begins at the Boronda Road interchange with US 101 as a six-lane major arterial to North Main Street. East of North Main Street, Boronda Road narrows to a four-lane major arterial to San Juan Grade Road. Boronda Road narrows to a two-lane roadway and terminates at Williams Road. Boronda Road intersects all major and minor north-south arte rials described above. These major intersections are controlled by traffic signals. East Boronda Road passe s to the south of the project site and has a posted speed limit of 45 mph. Boronda Road is a General Plan designated truck route along its entire length.

Harden Parkway is a four-lane divided arterial with bicycle lane s that connects with N. Main Street and El Dorado Drive. The posted speed limit is 35 mph. East of N. Main Street, this road is known as Madrid Street, a 4-lane arterial.

EXISTING PEDESTRIAN FACILITIES
Pedestrian facilities comprise sidewalks, curb ramps, crosswalks, and off-street paths that are meant to provide safe and convenient routes for pedestrians to access destinations such as institutions, businesses, public transportation, and recreation facilitie s. Pedestrian facilities are typically identified in the jurisdiction’s General Plan as part of the tran sportation or circulation element, along with any proposed improvements or extensions to the existing pedestrian network. The City of Salinas Circulation Element Goal C-5 defines policies and programs rela ting to walking in the City. Figure 3 shows the existing pedestrian facilities near the project site.

Crosswalks are not provided at the west leg of the intersection of San Juan Grade Road and Van Buren Avenue. Other study intersections provide crosswalks across most legs of the signalized intersections.

Sidewalk facilities are provided on the following roadway segments near the project site:
 Southside of East Boronda Road between San Juan Grade Road and Natividad Road  Northside of East Boronda Road between N. Main Street and San Juan Grade Road  East Boronda Road between US 101 and N. Main Street
 San Juan Grade Road between N. Main Street and East Boronda Road except the westside along the existing mobile home park
 Van Buren Avenue
 Dartmouth Way

EXISTING BICYCLE FACILITIES
Bicycle facilities comprise paths (Class I), lanes (Class II), and routes (Class III). Bicycle paths are paved trails that are separate from roadways. Bicycle lanes are separate areas on roadways designated for bicycle use by striping, pavement legends, and signs. Bicycle routes are roadways designated for bicycle use by signs only, but may not incl ude substantial width for bicycle tr avel. Like pedestr ian facilities, bicycle networks are typically incl uded in the General Plan, along with any proposed improvements or extensions. The City of Salinas Circulation Element Goal C-4 defines policies and programs relating to walking in the City. Figure 3 shows the existing bicycle facilities near the project site.

See Inset Map for
Pedestrian Facilities
Project
Site
Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Bolivar St
Madrid St
See Inset Map for
Pedestrian Facilities
Project
Site
101
McKinnon St
Legend:

Project Location
Salinas Retail Center TIA
Existing Bicycle and Pedestrian Facilities
July 2010 Figure 3
SJ10-1154
B
Pedestrian Facilities
icycle Facilities
Class II Bike Lane
C
Sidewalk
lass III Bike Route
Boronda Rd
Project Site
San Juan Grade Rd
Northridge Way
Mobile Home
Driveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Drhridge Dr
hopp

Salinas (Cloverfield) Retail Center TIA
December 2010

8 EXISTING TRANSIT FACILITIES
Monterey-Salinas Transit (MST) prov ides fixed-route bus service in M onterey County and in the City of Salinas. As shown in Figure 4, the only bus route along the project frontage is Route 45: East Market Creekbridge. Near the study area, Route 45 has a bus stop on Boronda Road at the driveway to the Harden Ranch Plaza near Dartmouth Way. The Northridge Mall transit center is more than one-half a mile walking distance (measured from center of project site to transit center) from the project site. Table 1 summarizes hours of operation and service frequencies for the bus routes that stop near the site.

TABLE 1

EXISTING TRANSIT SERVICE
Route From To
Weekday and Saturday
Operating Hours
Commute
Headway1
Service to Project Site
45 Salinas Transit Center Northridge Mall 6:45 AM – 7:00 PM 60 minutes Service near the Project Site
23 Salinas Transit Center King City Weekend Service Only 10:00 AM – 6:00 PM 120 minutes
29 Salinas Transit Center Watsonville Transit
Center 7:00 AM – 7:15 PM 60 minutes
41 Salinas Transit Center Northridge Mall 5:25 AM – 8:25 PM 30 minutes 44 Salinas Transit Center Northridge Mall 7:40 AM – 6:40 PM 60 minutes 48 Northridge Mall Salinas Airport
Business Center Special Service 60 minutes
49 Salinas Transit Center Northridge Mall 6:15 AM – 10:00 PM 60 minutes 72 Salinas Transit Center Monterey Weekday Service Only 6:20 AM and 5:45 PM
1 Commute headway during PM (4:00 to 6:00 PM) and SAT (11:00AM to 1:00PM) peak periods.

Source: Monterey Salinas Transit, March 2010.

EXISTING VOLUMES AND LANE CONFIGURATIONS
The operations of the key intersections were ev aluated during the weekday PM and Saturday peak periods. Intersection operations were evaluated usin g the highest one-hour volume counted between the peak 4:00 and 6:00 PM weekday, and 11:00 AM and 1:00 PM Saturday peak commute period.

Intersection turning movement counts were conducted in February and March 2010. The traffic counts are included in Appendix A.

Figure 5 presents the existing PM and Saturday peak-hour turning movement volumes at the study intersections. Figure 5 also includes the existing intersection lane configurat ions and traffic control devices.

Project
Site
Van Buren A
ve
Main St
Harden Pkwy
McKinnon St
Bolivar St
Madrid St
Boronda Rd
San Juan Grade Rd
29 41
45 23
29 44
49 48
72 72 Harden
Ranch
Plaza23 29 41 44
45 48 49 72
45 101
Northridge Mall
Legend:
= Project Location
= Bus Route
= Bus Stop
Source:

Monterey-Salinas Transit Map
(March 2010)
Salinas Retail Center TIA
Existing Transit Facilities
July 2010 Figure 4
SJ10-1154

1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 September 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Existing Lane Geometries, Traffic Controls
and Peak-Hour Intersection Volumes
Figure 5A
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 SB 101 On-Ramp
Boronda Rd.


593 (869)
0 (0)
514 (496)

San Juan Grade Rd.
5 (2)
951 (710)
6 
FALSEVan Buren Ave.
27 (39)
1 13 (49)
5 (18)

TRUETRUE
0 (0)
3 (0)
 

7 (1)
575 (398)
Mobile Home Drwy. FALSE
5 180 (150)
752 (856)
153 (184)
SB 101 Off-Ramp
105 (95)
623 (499)
TRUE
6 (12)
120 (66)
363 (270)

San Juan Grade Rd
3 12 (10)
130 (96)
239 (186)
67 (84)
325 (315)

Russell Road
 371 (134)
San Juan Grade Rd
2 158 (116)
270 (241)
5 (2)



26 (24)
235 (149)
22 (28)
5 (4)
22 (20)


TRUE
11 (42)
381 (158)
114 (52)
35 (40)
Van Buren Ave.

Russell Road
 95 (63)
480 (335)
88 (88)

3 (1)

Northridge Wy. FALSE

San Juan Grade Rd.
4 4 (2)
426 (408)
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 July 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Existing Lane Geometries, Traffic Controls
and Peak-Hour Intersection Volumes
Figure 5B
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11  95 (121)
281 (205)
74 (76)
Dartmouth Wy.

44 (16)

Shopping Center Drw
1069 (873)


7 (1)
1 (0)
1055 (865)
4 (3)
711 (801)


15 (8)
Boronda Rd.TRUE TRUE

890 (929)
1 (1)
Boronda Rd.
30 (9)
TRUE
8 (4)
847 (914)
11 TRUE
10 ) 1 7 ( 4 6
) 3 1 4 ( 8 4 4
) 5 3 1 ( 4 5 2

NB 101 Off-Ramp

275 (157)
796 (614)
415 (310)

241 (251)
47 (54)
806 (626)
87 (64)
TRUE
163 (198)
TRUE
TRUE
193 (174)
Boronda Rd.

Boronda Rd.

N. Main Street
8 ) 0 3 1 ( 4 1 2
) 4 0 1 ( 8 9
) 2 0 6 ( 0 2 5
) 4 1 6 ( 0 0 6
) 1 1 2 1 ( 1 4 9
9 136 (113)
188 (209)
Boronda Rd.


San Juan Grade Rd.
348 (305)
232 (271)
114 (93)
53 (118)
1 (0)
815 (630)
718 (509)
TRUE

TRUETRUE
1449 (1431)
NB 101 On-Ramp
7 3 (3)
12 14 (3)
5 (2)


TRUE
95 (121)
674 (728)
189 (192)
4 (0)
49 (17)


TRUE
McKinnon St.
7 (4)
767 (729)
289 (136)
8 (0)
Boronda Rd.

Salinas (Cloverfield) Retail Center TIA
December 2010

12 Level of Service Methods
The operations of ro adway facilities are describe d with the term level of service (LOS). LOS is a qualitative description of traffic flow based on such factors as speed, travel time, delay, and freedom to maneuver. Six levels are defined from LOS A, with t he least congested operating conditions, to LOS F, with the most congested operating conditions. LOS E re presents “at-capacity” operations. Operations are designated as LOS F when volumes exceed capacity, resulting in stop-and-go conditions.

Signalized Intersections
The LOS method for signalized intersections approv ed by the City of Salinas analyzes intersection operations based on average control vehicular delay, as described in Chapter 16 of the 2000 Highway Capacity Manual (HCM) by the Transportation Research Board. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. The average control delay for signalized intersections is calculated using Synchr o analysis software and is correlated to a LOS designation as shown in Table 2.

The level of service standard (i.e., minimum acceptable operations) for signalized intersections in the City of Salinas is LOS D. The same operations methodology is used by Caltrans to analyze traffic impacts for their facilities. Caltrans’ level of serv ice standard, Guide for the Preparation of Traffic Impact Studies (December 2002), for signalized intersections is LOS C.

TABLE 2

SIGNALIZED INTERSECTION LEVEL OF SERVICE DEFINITIONS

USING AVERAGE CONTROL VEHICULAR DELAY
Level of Service Description
Average Control Delay Per
Vehicle (Seconds)
A Operations with very low delay occurring with favorable progression and/or short cycle lengths. ≤ 10.0
B

Operations with low delay occurring with good progression and/or short cycle lengths. > 10.0 and ≤ 20.0
C

Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. > 20.0 and ≤ 35.0

D
Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, and high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.
> 35.0 and ≤ 55.0
E

Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences.
> 55.0 and ≤ 80.0
F Operations with delays unacceptable to most drivers occurring due to over-saturation, poor progression, or very long cycle lengths. > 80.0 Source: Highway Capacity Manual, Transportation Research Board, 2000.

Unsignalized Intersections
Operations of the unsignalized study intersections (e.g., stop-sign controlled) were evaluated using the methodology contained in Chapter 17 of the 2000 HCM and calculated using the Synchro analysis software. LOS ratings for stop-sign controlled inte rsections are based on the average control delay expressed in seconds per vehicle. At two-way or side -street-stop controlled intersections, control delay is Salinas (Cloverfield) Retail Center TIA
December 2010

13 calculated for each movement, not for the intersection as a whole. For approaches composed of a single lane, control delay is computed as the average of all movements in t hat lane. For all-way stop-controlled locations, a weighted average delay for the entire intersection is presented. Table 3 summarizes the relationship between delay and LOS for unsignalized intersections.

The minimum acceptable LOS for all-way stop controlled intersections in the City of Salinas is LOS D and for two-way stop controlled intersections; the minimum acceptable LOS for the worst approach is LOS E.

TABLE 3

UNSIGNALIZED INTERSECTION LEVEL OF SERVICE DEFINITIONS
Level of Service Description
Average Control Delay Per
Vehicle (Seconds)
A Little or no delay. ≤ 10.0
B Short traffic delays. 10.1 to 15.0
C Average traffic delays. 15.1 to 25.0
D Long traffic delays. 25.1 to 35.0
E Very long traffic delays. 35.1 to 50.0
F Extreme traffic delays with intersection capacity exceeded. > 50.0 Source: Highway Capacity Manual, Transportation Research Board, 2000.

Local Roadway Segments
Roadways in Salinas were evaluated using the level of service methodology described in the 2002 Salinas General Plan , which is the comparison of the peak volume to threshold volumes for various roadway types presented in Table 4. The City of Salinas roadway segment standard (i.e., minimum acceptable LOS) is LOS D.

TABLE 4

LEVEL OF SERVICE THRESHOLD VOLUMES FOR VARIOUS ROADWAY TYPES Roadway Type
Maximum Peak Hour Volume (both directions)

LOS A LOS B LOS C LOS D LOS E
6-Lane Divided Arterial (w/ left-turn lanes) 3,200 3,800 4,300 4,900 5,400 4-Lane Divided Arterial (w/ left-turn lane) 2,200 2,500 2,900 3,250 3,600 4-Lane Undivided Arterial (no left-turn lane) 1,600 1,900 2,200 2,400 2,700 2-Lane Arterial (with left-turn lane) 1,100 1,250 1, 450 1,600 1,800 Notes:
1 Non-directional peak hour traffic volumes are assumed to be 10% of the daily traffic volume. Directional split is assumed 60/40. All volumes are approximate and assume ideal roadway characteristics.

Source: City of Salinas, Salinas General Plan, 2002.

Salinas (Cloverfield) Retail Center TIA
December 2010

14 Freeway Mainline Segments
Freeway mainline segments were evaluated using the methods presented in Caltrans’ Guide for the Preparation of Traffic Impact Studies (December 2002). This method was used for US 101 mainline segments north and south of the US 101/Boronda Road interchange during the PM peak hour. Caltrans’ analysis procedure is based on the density of the traffic flow using methods described in the 2000 HCM.

Density is expressed in vehicles per mile per lane (veh/mi/ln). Table 5 presents the range of densities for freeway mainline segment levels of service. Caltrans’ level of service standard is LOS C.

TABLE 5

DENSITY-BASED FREEWAY LEVEL OF SERVICE DEFINITIONS
Level of Service Mainline Density1
A ≤ 11.0
B 11.1 to 18.0
C 18.1 to 26.0
D 26.1 to 35.0
E 35.1 to 45.0
F > 45.0
Note:
1 Measured in vehicles per mile per lane (veh/mi/ln).

Source: Highway Capacity Manual, Transportation Research Board, 2000.

EXISTING INTERSECTION LEVELS OF SERVICE
Existing intersection lane configurations, signal timi ngs, and peak-hour turning movement traffic volumes were used to determine the existing levels of servic e. The results of the LOS analysis are presented in Table 6. Appendix B contains the corresponding calculation sheets.

Measured against Caltrans level of service standard , the signalized (LOS C or better) US 101 ramp intersections with Boronda Road operate at an acce ptable level of service during both of the peak hours under Existing Conditions.

Salinas (Cloverfield) Retail Center TIA
December 2010

15 TABLE 6

EXISTING INTERSECTION LEVELS OF SERVICE
Intersection
Peak
Hour1
Count
Date
Intersection
Control Delay 2 LOS 3

1. Russell Road / Van Buren Avenue PM
SAT
02/2010
03/2010 Signal 12.9

12.9 B
B

2. Russell Road / San Juan Grade Road PM
SAT
02/2010
03/2010 Signal 15.6

11.0 B
B

3. San Juan Grade Road / Van Buren Avenue PM
SAT
02/2010
03/2010
Side-Street
Stop

12.5 12.4
B
B

4. San Juan Grade Road / Northridge Way PM
SAT
02/2010
03/2010
Side-Street
Stop

13.2 12.3
B
B

5. San Juan Grade Road / Mobile Home
Driveway
PM
SAT
02/2010
03/2010
Side-Street
Stop

12.1 8.5
B
A

6. Boronda Road / SB US 101 Ramps PM
SAT
02/2010
03/2010 Signal 12.1

11.1 B
B

7. Boronda Road / NB US 101 Ramps PM
SAT
02/2010
03/2010 Signal 13.3

10.9 B4
B4

8. Boronda Road / N. Main Street PM
SAT
02/2010
03/2010 Signal 42.9

46.9 D
D

9. East Boronda Road / San Juan Grade Road PM
SAT
02/2010
03/2010 Signal 42.3

38.5 D
D

10. East Boronda Road /Driveway 1
(former Home Depot Driveway)
PM
SAT
02/2010
03/2010
Side-Street
Stop

21.9 18.8
C
C

11. East Boronda Road / Dartmouth Way

PM
SAT
02/2010
03/2010 Signal 11.0

5.4 B
A

12. East Boronda Road /McKinnon Street PM
SAT
02/2010
03/2010 Signal 24.3

25.7 C
C
Notes:
1 PM = evening weekday peak-hour, SAT = Saturday peak hour. 2 Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop intersections using methodology described in the 2000 Highway Capacity Manual . For two-way stop controlled unsignalized intersections, total control del ay for the worst movement, expressed in seconds per vehicle, is presented.

LOS calculations conducted using the Synchro level of service analysis software package. 3 LOS = Level of service
4 Observations at the Boronda Road and Northbound US 101 Ra mps intersection indicate that the greater lane utilization of the eastbound curb lane queues to the adjacent intersection ramp (US 101 southbound) during the PM and SAT peak hour. This condition can result in calculated operations that are better than those observed in the field.

Bold text indicates unacceptable operations by jurisdiction standards (LOS E or worse in City of Salinas, and LOS D or worse for Caltrans intersections).

Source: Fehr & Peers, October 2010.

Salinas (Cloverfield) Retail Center TIA
December 2010

16 EXISTING ROADWAY SEGMENT LEVELS OF SERVICE
The results of the City of Salinas roadway segment analysis are presented in Table 7.

TABLE 7

EXISTING LOCAL ROADWAY SEGMENT LEVELS OF SERVICE
Roadway Segment Roadway Type Peak Hour 1 Count Date Volume 2 LOS 3 East Boronda Road between McKinnon
Street
and El Dorado Drive
2-Lane Arterial PM
SAT
02/2010
03/2010
1492
1615
D
E
East Boronda Road between El Dorado Drive
and Natividad Road 2-Lane Arterial PM
SAT
02/2010
03/2010
1526
1448
D
C
Notes:
1 PM = evening weekday peak-hour, SAT = Saturday peak hour.

2 ADT = Average two-way daily traffic.
3 LOS = Level of service.

Bold text indicates unacceptable operations by City of Salinas LOS standards (LOS E or worse).

Source: Fehr & Peers, October 2010.

Measured against the City of Salinas level of servic e standard, all local roadway segments operate at an acceptable level of service (LOS D or better) un der Existing Conditions except East Boronda Road between McKinnon Street and El Dorado Drive during the Saturday midday peak hour.

EXISTING FREEWAY MAINLINE LEVELS OF SERVICE
The results of the US 101 freeway mainline analysis are presented in Tables 8. The corresponding level of service calculation sheets are contained in Appendix C.

TABLE 8
EXISTING US 101 FREEWAY MAINLINE LEVELS OF SERVICE
Travel
Direction Segment
Peak
Hour
Count
Date1 Density 2 LOS 3, 4
Southbound
Russell Road to Boronda Road PM 02/2010 >45.0 F
Boronda Road to Laurel Drive PM Balanced 39.5 E
Northbound
Laurel Drive to Boronda Road PM Balanced 38.6 E
Boronda Road to Russell Road PM 02/2010 36.4 E
Notes:

1. Balanced counts derived from Boronda Road ramp volumes and freeway mainline count.

2. Measured in vehicles per mile per lane (veh/mi/ln).

3. LOS = Level of Service.

4. LOS F applies whenever the flow rate exceeds the segment capacity.

Bold text indicates unacceptable operations by Caltrans LOS standards (LOS D or worse).

Source: Fehr & Peers, October 2010.

Measured against the Caltrans level of service stand ard, all freeway mainline segments operate at an unacceptable level of service (LOS D or worse) under Existing Conditions.

Salinas (Cloverfield) Retail Center TIA
December 2010

17 FIELD OBSERVATIONS
Field observations of the study intersections were conducted in February and March 2010 to verify their operations. In general, observations indicated that all of the study intersections are operating at or near the calculated levels of service. Queuing was obse rved at those signalized intersections with calculated LOS D operations, however, the vehicle queues typically cleared within one cycle. All of the unsignalized intersections were observed to operate acceptably, wi th side street traffic volumes finding gaps to enter the intersections.

Observations at the Boronda Road and Northbound US 101 Ramps intersection indicate that the greater lane utilization of the eastbound curb lane queues to the adjacent upstream intersection ramp (US 101 southbound) during the PM and SAT peak hours. This co ndition can result in calculated operations that are better than those observed in the field.

Salinas (Cloverfield) Retail Center TIA
December 2010

18 3. PROJECT CONDITIONS
This chapter presents the impacts of the proposed project on the surrounding roadway system. First, the method used to estimate the amount of traffic gener ated by the project is described. Then, the results of the LOS calculations for Project Conditions are pr esented. Project Conditions are defined as Existing Conditions plus traffic generated by the proposed project. A comparison of intersection operations under Existing and Project Conditions is presented, and the impacts of the project on the study intersections and freeway system are discussed. Site access and on-site circulation are also addressed in this chapter.

Project conditions were evaluated during the weekday evening (PM) and weekend mid-day peak periods, which is expected to be the worst-case scenario for project trip generation. Therefore, per the City’s direction, no quantitative analysis was conducted for the AM peak period. The Saturday mid-day analysis is presented as an informational scenario because this time period occurs once a week; rather, than a typical midweek (e.g., Tuesday through Thursday) PM peak hour that occurs three times a week.

PROJECT TRAFFIC ESTIMATES
The amount of traffic added to the roadway system by the proposed development is estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. The first step estimates the amount of added traffic to the roadway network. The second step estimates the direction of travel to and from the project site. The trips are as signed to specific street segments and intersection turning movements during the third step. The resu lts of the process for the proposed project are described in the following sections.

Trip Generation
The amount of traffic added to the surrounding roadwa y system by the proposed project was estimated by applying the applicable trip generation rates to the development proposal. Trip rates for the shopping center land use identified in Trip Generation (8
th Edition) by the Institute of Transportation Engineers (2008) were used to estimate project trip generation.

The retail trip generation also accounts for pass-by trips. Pass-by trips are trips to the site made by vehicles already traveling by the si te on the adjacent street (i.e., thes e vehicles make an interim stop between their primary origin and destination). Pass-by trips are included in the analysis of traffic that enters and exits the project site, but are not considered “new” trips a dded to the street system by the project. For this analysis, a 20 percent pass-by tr ip reduction was applied to the PM and SAT peak-hour retail trip estimates in accordance with the Trip Generation Handbook (2 nd Edition) by the Institute of Transportation Engineers (2004) and consultation with City staff.

The trip rates, reductions, and resulting project trip generation estimates are presented in Table 9. The proposed project is estimated to generate 826 net new PM peak-hour trips (405 inbound and 421 outbound) and 1,096 net new SAT mid-day peak-hour trips (570 inbound and 526 outbound).

Salinas (Cloverfield) Retail Center TIA
December 2010

19 TABLE 9

PROJECT TRIP GENERATION RATES AND ESTIMATES
Land Use Size 1 Daily
PM Peak-Hour
Saturday Mid-day
Peak-Hour
In Out Total In Out Total
Project Trip Rates (per 1,000 s.f.)
Retail2 205.848
k.s.f.

52.75 2.45 2.56 5.01 3.46 3.20 6.66
Project Trip Estimates
Retail2 205.848
k.s.f.
10,858 506 526 1,032 712 658 1,370
20% Pass-by Reduction 2,172 101 105 206 142 132 274
Total Net New Trips 8,686 405 421 826 570 526 1,096
Notes:
1 k.s.f. = thousand (1,000) square feet
2 Shopping center (ITE land use code 820) rate using fitted equation.

Source: Trip Generation (8
th
Edition), Institute of Transportation Engineers, 2008.

Trip Distribution
The directions of approach and departure for project traffic were estimated based on the existing travel patterns in the area and the relative locations of complementary land uses in the community. The major directions of approach and departure form the trip distribution pattern for the project, as illustrated in Figure 6.

Trip Assignment
The trips generated by the project were assigned to the roadway system bas ed on the directions of approach and departure discussed above. Figure 7 shows the project trips assigned to each turning movement at the study intersections. Project trips were added to existing traffic volumes to establish intersection volumes for Project Conditions, as shown on Figure 8. 1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
1 2
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 2
1 July 2010
SJ10-1154
Salinas Retail Center TIA
Project Trip Distribution
Figure 6
XX %
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= Roadway Study Segment
= Freeway Study Segment
= Project Trip Distribution
X
X
X
X
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 5 %
3 8
12 15 %
3 %
4 %
1 %
10 %
20 %
5 %
35 %
1 %
1 %
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 July 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Includes Project Pass-by
Trips
X
X

XX (YY)
*
Project Trip Assignment
Figure 7A
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 San Juan Grade Rd.

Pj Drwy 3TRUEMobile Home Drwy. TRUE
5 195 (247)

12 (14)

113 (152)
134 (183)
Northridge Wy. TRUEPj Drwy 2
San Juan Grade Rd.
4 -13 (-18)
45 (64)

14 (16)
4 (5)
208 (265)


20 (26)
105 (141)
4 (6)
SB 101 On-Ramp
Boronda Rd.
6 FALSEVan Buren Ave.
1 TRUE
SB 101 Off-Ramp
TRUE
San Juan Grade Rd
3 TRUE
Russell Road
San Juan Grade Rd
2 TRUE

TRUE TRUE
Van Buren Ave.

Russell Road
4 (6)
4 (5)


12 (17)


4 (5)
13 (16)
4 (6)

16 (23)


17 (21)
17 (21)16 (23)
61 (86)
147 (184)
21 (26)


) 8 2 ( 0 2
**
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 July 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Includes Project Pass-by
Trips
X
X

XX (YY)
*
Project Trip Assignment
Figure 7B
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 Dartmouth Wy.

Shopping Center Dr
Boronda Rd.

TRUE
Pj Drwy 5
Boronda Rd. TRUE
1110
TRUEBoronda Rd.
9 San Juan Grade Rd.
207 (286)
105 (135)
-3 (-4)

93 (116)
28 (31)
127 (155)
24 (31)

155 (199)
74 (92)


84 (121)
38 (50)
68 (99)
87 (100)

92 (117)
4 (5)
Pj Drwy 4
65 (88) 



12 (19)
8 (10)
4 (6)
) 6 6 ( 2 5) 4 5 1 ( 7 1 1) 8 2 ( 6 1
TRUEBoronda Rd.

N. Main Street
8 12
TRUE
McKinnon St.

Boronda Rd.

232 (289)

) 4 1 3 ( 3 2 2

81 (114)

42 (53)
41 (57)
) 5 0 1 ( 4 8
NB 101 Off-Ramp

Boronda Rd.TRUETRUE
NB 101 On-Ramp
7 63 (79)
142 (200)
168 (210)


) 4 1 1 ( 1 8
***
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 October 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Project Lane Geometries, Traffic Controls
and Peak-Hour Intersection Volumes
Figure 8A
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 Van Buren Ave.
1 San Juan Grade Rd
3 Russell Road
San Juan Grade Rd
2 TRUE
Van Buren Ave.

Russell Road
SB 101 On-Ramp
Boronda Rd.



12 (14) 614 (895)
0 (0)
709 (743)

San Juan Grade Rd.
5 (2)
1012 (796)
6 
27 (39)
13 (49)
5 (18)

4 (6)
95 (63)
500 (361)
105 (141)
88 (88)

3 (1)
Northridge Wy.

134 (183)
688 (551)
Pj Drwy 3TRUEMobile Home Drwy.
208 (265)

TRUETRUE TRUE
5 Pj Drwy 2

San Juan Grade Rd.

4 (5)
14 (16)
180 (150)
772 (884)
4 4 (2)
413 (390)
45 (64)
TRUE153 (184)
SB 101 Off-Ramp
121 (118)
TRUE
770 (683)
TRUE
6 (12)
137 (87)
380 (291)

12 (10)
134 (101)
252 (202)
71 (90)
341 (338)

 371 (134)
158 (116)
282 (258)
5 (2)



26 (24)
239 (154)
22 (28)
5 (4)
22 (20)

11 (42)
385 (164)
114 (52)
35 (40)

3 (0)
0 (0)
 
7 (1)
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 July 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Project Lane Geometries, Traffic Controls
and Peak-Hour Intersection Volumes
Figure 8B
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11  95 (121)
293 (224)
82 (86)
Dartmouth Wy.
65 (88)
44 (16)

Shopping Center Drw
1186 (1027)


7 (1)
1 (0)
1107 (931)
4 (3)
711 (801)


15 (8)
Boronda Rd.TRUE TRUE
Pj Drwy 5
117 (149)
4 (5)


1045 (1128)
1 (1)
Boronda Rd.
30 (9)
TRUE
4 (6)
8 (4)
84 (121)
885 (964)
74 (92)
11 TRUE
10 ) 1 7 ( 4 6
) 3 1 4 ( 8 4 4

1019 (928)
415 (310)

241 (251)
47 (54)
822 (654)
294 (350)
TRUE
187 (229)
TRUE
TRUE
286 (290)
Boronda Rd.

Boronda Rd.

N. Main Street
8 ) 1 6 1 ( 2 4 2
) 4 0 1 ( 8 9
) 6 5 7 ( 6 4 6
) 3 0 9 ( 1 3 8
9 241 (248)
185 (205)


San Juan Grade Rd.
348 (305)
232 (271)
114 (93)
53 (118)
TRUE
3 (3)
12 14 (3)
5 (2)


TRUE
95 (121)
755 (842)
230 (249)
4 (0)
49 (17)


TRUE
McKinnon St.
7 (4)
851 (834)
331 (189)
8 (0)
Boronda Rd.
) 5 3 1 ( 4 5 2

NB 101 Off-Ramp

275 (157)
) 1 2 4 1 ( 9 0 1 1
Boronda Rd.

1 (0)
957 (830)
781
(588)

TRUETRUE
1530 (1545)
NB 101 On-Ramp
7 Salinas (Cloverfield) Retail Center TIA
December 2010

25 PROJECT IMPACT CRITERIA
The determination of significance for project impacts is based on applicable policies, regulations, goals, and guidelines defined by the City of Salinas, and Caltrans. The City of Salinas General Plan does not include a policy regarding the analysis of an intersection or roadway that is already operating below standard. However, in recent traffic impact studies prepared for the City, the threshold used states that the addition of any new trips to a facility already exceeding the operating standard is considered a significant impact. A similar criterion is applied to County and Caltrans facilities that are already below operating standards. The impacts of the project were evaluated by comparing the results of the level of service calculations under Project Conditions to th e results under Existing Conditions. The detailed impact criteria for this study are presented below.

City of Salinas
Intersections

Significant impacts at signalized intersections are defined to occur when:
 The addition of project traffic causes intersection operations to degrade from an acceptable level (LOS D or better) to an unacceptable level (LOS E or worse), or  Project traffic is added to an intersection operat ing at an unacceptable level (LOS E or worse).

Significant impacts at unsignalized intersections are defined to occur when:
 The addition of project traffic causes intersection operations to degrade to an unacceptable level and satisfy the peak-hour signal warrant from the Manual on Uniform Traffic Control Devices (MUTCD), or
 The project’s access to a major street causes a potentially unsafe situation or requires a new traffic signal based on standard warrant criteria.

Roadways
The LOS standard for City of Salinas roadways is LOS D. Traffic impacts on City facilities are defined to occur when:
 Added project traffic causes roadway segment operations to deteriorate from an acceptable level (LOS D or better) to an unacceptable level (LOS E or worse); or  Project traffic is added to a roadway segment operating at an unacceptable (LOS E or worse) level.

Pedestrian and Bicycle Facilities
Significant impacts to pedestrian and bicycle facilities are defined to occur when:
 The project conflicts with existing or pl anned pedestrian or bicycle facilities, or  The project creates pedestrian and bicycle demand without providing adequate facilities.

Salinas (Cloverfield) Retail Center TIA
December 2010

26 Transit Facilities
Significant impacts to transit facilities are defined to occur when:
 The project conflicts with existi ng or planned transit facilities, or  The project generates potential transit trips without providing adequate facilities for pedestrians and bicyclists to access transit routes and stops.

Caltrans
Intersections
Significant impacts at signalized intersections are defined to occur when:
 The addition of project traffic causes intersection operations to degrade from an acceptable level (LOS C or better) to an unacceptable level (LOS D or worse), or  Project traffic is added to an intersection operat ing at an unacceptable level (LOS D or worse).

Mainline Freeway Segments
Significant impacts at signalized intersections are defined to occur when:
 The addition of project traffic causes intersection operations to degrade from an acceptable level (LOS C or better) to an unacceptable level (LOS D or worse), or  Project traffic is added to a freeway mainline segment operating at an unacceptable level (LOS D or worse).

PROJECT ROADWAY IMPROVEMENTS
Project intersection lane configurations and traffic control devices are assumed to be the same under Existing Conditions for all off-site locations except for the intersections along the project frontage. Along San Juan Grade Road the project frontage will accommoda te a 4-lane arterial with median and include two driveways to the main parking lot and one driveway to the “back of house” for the anchor retail store.

The main full-access project driveway would alig n with Northridge Way on San Juan Grade Road. While the San Juan Grade Road and Mobile Home Driveway nor th of East Boronda Road would maintain left- in-left-out access. Along East Boronda Road the proj ect frontage will accommodate a 6-lane arterial with raised median and include a signalized driveway at East Boronda Road/Dartmouth Way and a right-in- right-out driveway between San Juan Grade Road and Dartmouth Way. Conceptual striping plans are included in Appendix J, which illustrate vehicle travel lane widt hs, storage pocket lengths, bicycle lane widths and treatments, locations of pedestrian curb ramps and crosswalks, median refuge island treatments, and merging transitions along and near the project frontage of East Boronda Road and San Juan Grade Road. The Western Bypass and Al vin Drive Extension are listed in the City of Salinas Traffic Improvement Program (TIP) as future improvements, but are not included as near-term roadway improvements. The Western Bypass would be a 4-lane roadway extending from the US 101/Boronda Road interchange to the Davis Road and Blanco Road intersection. This improvement would provide parallel capacity to US 101 south of the Boronda R oad interchange. Similarly, the planned Alvin Drive extension to the Western Bypass (see the 2002 Salinas General Plan and Traffic Improvement Program, 2010 update) is a potential roadway that provides parallel capacity to Boronda Road.

Salinas (Cloverfield) Retail Center TIA
December 2010

27 PROJECT INTERSECTION LEVELS OF SERVICE
Intersection levels of service were calculated with the new traffic added by the project to evaluate the operating conditions and identify potential impacts to the local roadway system. The results of the intersection level of service calculations for Existi ng and Project Conditions are presented in Table 10.

The level of service calculation sheets are included in the Appendix B.

Measured against the City of Salinas level of service standard, all signalized (LOS D or better) and unsignalized (LOS E or better) study intersections oper ate at an acceptable level of service during one or both of the peak hours under Project Conditions e xcept the East Boronda Road and San Juan Grade Road intersection during the PM and SAT peak hours.

Measured against Caltrans level of service standard , the signalized (LOS C or better) US 101 ramp intersections operate at an acceptable level of se rvice during both of the peak hours under Project Conditions.

TABLE 10

EXISTING AND PROJECT INTERSECTION LEVELS OF SERVICE
Intersection
Peak
Hour1
Intersection
Control/
(Existing/Project)
Existing Project
Delay2 LOS 3 Delay 2 LOS 3

1. Russell Road /
Van Buren Avenue
PM
SAT
Side-Street
Stop

12.9 12.9
B
B

13.1 12.9
B
B

2. Russell Road /
San Juan Grade Road
PM
SAT Signal 15.6

11.0 B
B

15.9 11.2
B
B

3. San Juan Grade Road /
Van Buren Avenue
PM
SAT
Side-Street
Stop

12.5 12.4
B
B

13.1 13.1
B
B

4. San Juan Grade Road /
Northridge Way
PM
SAT
Side-Street
Stop/ Signal

13.2 12.3
B
B

21.2 21.9
C
C

5. San Juan Grade Road /
Mobile Home Driveway
PM
SAT
Side-Street
Stop

12.1 8.5
B
A

10.2 10.2
B
B

6. Boronda Road /
SB US 101 Ramps
PM
SAT Signal 12.1

11.1 B
B

14.0 12.8
B
B

7. Boronda Road /
NB US 101 Ramps
PM
SAT Signal 13.3

10.9 B4
B4

15.6 13.7
B
B

8. Boronda Road /
N. Main Street
PM
SAT Signal 42.9

46.9 D
D

46.2 52.8
D
D

9. East Boronda Road /
San Juan Grade Road
PM
SAT Signal 42.3

38.5 D
D

58.8 65.8
E
E

10. East Boronda Road /
Driveway 1
PM
SAT
Side-Street
Stop

21.9 18.8
C
C

9.8 10.6
A
B

11. East Boronda Road /
Dartmouth Way
PM
SAT Signal 11.0

5.4 B
A

25.8 25.1
C
C

12. East Boronda Road /
McKinnon Street
PM
SAT Signal 24.3

25.7 C
C

32.3 37.7
C
D
Salinas (Cloverfield) Retail Center TIA
December 2010

28 TABLE 10

EXISTING AND PROJECT INTERSECTION LEVELS OF SERVICE
Intersection
Peak
Hour1
Intersection
Control/
(Existing/Project)
Existing Project
Delay2 LOS 3 Delay 2 LOS 3
Notes:
1 PM = evening weekday peak-hour, SAT = Saturday peak hour. 2 Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop intersections using methodology described in the 2000 Highway Capacity Manual . For two-way stop controlled unsignalized intersections, total control del ay for the worst movement, expressed in seconds per vehicle, is presented.

Significant impacts are highlighted in bold text.

Source: Fehr & Peers, October 2010.

PROJECT ROADWAY SEGMENT LEVELS OF SERVICE
The results of the City of Salinas roadway segment analysis are presented in Tables 11. Measured against the City of Salinas level of service stand ard, East Boronda Roadway between McKinnon Street and Natividad Road operates at an unacceptable level of service (LOS D or better) under Project Conditions.

TABLE 11

EXISTING AND PROJECT LOCAL ROADWAY SEGMENT LEVELS OF SERVICE Roadway Segment Roadway Type
Peak
Hour1
Existing Project
Volume2 LOS 3 Volume 2 LOS 3
East Boronda Road between
McKinnon Street and El Dorado Drive 2-Lane Arterial PM
SAT
1492
1615
D
E
1657
1834
E
F
East Boronda Road between El
Dorado Drive and Natividad Road 2-Lane Arterial PM
SAT
1526
1448
D
C
1691
1667
E
E
Notes:
1 PM = evening weekday peak-hour, SAT = Saturday peak hour.

2 Volume = Two-way peak hour traffic.
3 LOS = Level of service.

Significant impacts are highlighted in bold text.

Source: Fehr & Peers, October 2010.

PROJECT FREEWAY MAINLINE LEVELS OF SERVICE
The results of the US 101 freeway mainline analysis are presented in Tables 12. The corresponding level of service calculation sheets are contained in Appendix C. Measured against the Caltrans level of service standard, all freeway mainline segments operate at an unacceptable level of service (LOS D or better) under Project Conditions.

Salinas (Cloverfield) Retail Center TIA
December 2010

29 TABLE 12
EXISTING AND PROJECT US 101 FREEWAY MAINLINE LEVELS OF SERVICE Travel
Direction Segment
Peak
Hour
Existing Project
Density2 LOS3, 4 Density 2 LOS3, 4
Southbound
Russell Road to Boronda Road PM >45.0 F >45.0 F
Boronda Road to Laurel Drive PM 39.5 E 42.6 E
Northbound
Laurel Drive to Boronda Road PM 38.6 E 41.7 E
Boronda Road to Russell Road PM 36.4 E 37.6 E
Notes:

1. Balanced counts derived from Boronda Road ramp volumes and freeway mainline count.

2. Measured in vehicles per mile per lane (veh/mi/ln).

3. LOS = Level of Service.

4. LOS F applies whenever the flow ra te exceeds the segment capacity.

Significant impacts are highlighted in bold text.

Source: Fehr & Peers, October 2010.

PROJECT SIGNAL WARRANT ANALYSIS
The peak-hour signal warrant from the Manual on Uniform Traffic Control Devices (MUTCD) was evaluated for the unsignalized study intersections that operate unacceptably under Project Conditions to determine if a traffic signal is warranted. The result of the peak-hour warrant analysis indicates that San Juan Grade Road and Northridge Way intersection satisfies peak hour warrant analysis (see Appendix D).

This analysis is intended to examine the general correlation between the planned level of future development and the need to install new traffic signals. It estimates future development-generated traffic compared against a sub-set of the standard traffic signal warrants recommended in the Federal Highway Administration Manual on Uniform Traffic Control Devices and associated California MUTCD guidelines.

This analysis should not serve as the only basis fo r deciding whether and when to install a signal. To reach such a decision, the full set of warrants should be investigated by an experienced engineer based on field-measured rather than forecast traffic data and a thorough study of traffic and roadway conditions.

Furthermore, the decision to install a signal should not be based solely upon the warrants, since the installation of signals can lead to certain types of co llisions. The City of Salinas should undertake regular monitoring of actual traffic conditions and accident data, and timely re-evaluation of the full set of warrants to prioritize and program intersections for signalization.

INTERSECTION IMPACTS AND MITIGATION MEASURES
Based on the City project impact criteria listed above, the proposed project would result in a significant project impact at the East Boronda Road and San Juan Grade Road intersection under Project Conditions with the degradation of intersection operat ions to an unacceptable level of service during the evening (PM) and midday Saturday (SAT) peak hours. Appendix F contains the corresponding mitigation calculation sheets.

East Boronda Road and San Juan Grade Road – Operations at this location are projected to be LOS E with 58.8 seconds of average delay and 65.8 seconds of delay during the PM and SAT peak hours, respectively. This intersection requires a second eastbound left-turn lane to operate acceptably (LOS D or better) during PM and SAT peak hours. Th is improvement is consistent with the City of Salinas Traffic Improvement Program (TIP) Project Number 50 and City of Salinas Public Works Department active Salinas (Cloverfield) Retail Center TIA
December 2010

30 project (No. 9510), which includes two left-turn lanes on all approaches. Thus, payment of the city impact fee will fulfill the project applicants obligations for mitigating this intersection impact to less-than- significant. Other secondary impacts will include tree removal, lengthening of crosswalks, and/or modification of signal phasing that could increa se the pedestrian crossing distances/times at the intersection.

A recommended storage pocket length of 400 feet is presented in the East Boronda Road and San Juan Grade Road Intersection Analysis technical memorandum (see Appendix I) for the East Boronda Road and San Juan Grade Road intersection. This left turn storage pocket estimate is based on using the average queue distance (based on average of five (5) SimTraffic micro-simulation runs) plus the deceleration distance at 30 miles per hour (mph). In other words, on average vehicles will be able to decelerate from 30 mph and stop at the back of the average queue for the left turn movement within the length of the storage pocket under Year 2030 Current General Plan Conditions. At 30 mph the Caltrans Highway Design Manual (HDM) specifies an approximate deceler ation distance of 235 feet and the estimated average storage pocket length is approximately 100 to 200 feet for the southbound left turn lane. Thus, the southbound left turn storage pocket is estimated to be 400 feet.

This driveway modification would require a U-turn movement at the signalized intersections on San Juan Grade Road at both Northridge Drive and East Boronda Road. Under Project Conditions fewer than 10 vehicles make a northbound left into the mobile home driveway during the PM or SAT peak hours. And zero vehicles make an eastbound left turn from the mobile home driveway during the PM and SAT peak hours. The City of Salinas should co ntinue to monitor this location and conduct an engineering study to evaluate the need for turn movement restrictions as appropriate to maintain acceptable intersection operations.

ROADWAY IMPACTS AND MITIGATION MEASURES
Based on the impact criteria list ed above, the proposed pr oject will have a significant impact on East Boronda Road between McKinnon Street and Natividad Road under Project Conditions.

East Boronda Road between McKin non Street and Natividad Road – This roadway segment requires widening to a 4-lane arterial to provide acceptable operations (LOS D) during the PM and SAT peak hours. Widening East Boronda Road to 4-lanes is consistent with the Salinas General Plan Circulation Element and the Salinas Traffic Improvement Program (TIP) Project Number 20. Thus, payment of the city impact fee will fulfill the proj ect applicants obligations for mitigating this intersection impact to less- than-significant. City Staff is currently designing the wi dening of East Boronda Road to have three eastbound lanes and two westbound lanes.

FREEWAY MAINLINE IMPACTS AND MITIGATION MEASURES
The results of the freeway level of service analysis indicate that the proposed project would create a significant impact on the following mixed-flow freeway segments during the PM peak hour:
 US 101 between Laurel Drive and Boronda Road
 US 101 between Boronda Road and Russell Road
Salinas (Cloverfield) Retail Center TIA
December 2010

31 The widening of US 101 to 6-lanes between the new Russell Road interchange and Harris Road ( City of Salinas Traffic Improvement Program Project Number 32) would mitigate the project’s impact. The TAMC regional project list does not include the widening of US 101 through the City of Salinas in the regional transportation impact fee, nor does the 2010 Monterey County Constrained Regional Transportation Plan.

Unless completely funded with appropriate agreements to implement the feasible roadway improvements discussed above the impacts would be significant and unavoidable. This conclusion is consistent with the significant and unavoidable impacts identified in the Final Supplement for the Salinas General Plan Final Program Environmental Impact Report (2007) for these two US 101 mainline segments. As mentioned previously, the proposed project is consistent with land use designations contained in the 2002 General Plan, which were used as a basis for projecting traffic impacts identified in the Final Supplement for the Salinas General Plan Final Program Environmental Impact Report (2007). The City made a statement of overriding considerat ion for these impacts. This conclusion is discussed further in the California Environmental Quality Act (CEQA) documentation for this proposed project.

PEDESTRIAN, BICYCLE, AND TRANSIT IMPACTS AND MITIGATION MEASURES Pedestrian and Bicycle Impacts
The project is expected to generate some pedestrian demand by patrons and employees that will access nearby bus stops and commercial services on East Boronda Road and San Juan Grade Road. The planned pedestrian and bicycle facilities for the Salinas Retail Center project are shown on Figure 2 of the site plan. Sidewalk will be provided and connect t he southern and western edges of the project site.

Access to the project site will be connected from the sidewalk via a shor t pedestrian path near the Lowe’s Home Improvement loading area. A pedestrian path from the East Boronda Road sidewalk to the Lowe’s main building entrance will provide a direct connection through the parking lot.

As described in the Existing Condi tions section, continuous sidewalks do not currently exist along the northern edge of East Boronda Road or eastern edge of San Juan Grade Road. Per City requirements and the site plan, the project is expected to construct sidewalks on the north side of East Boronda Road and on the eastside of San Juan Grade Road along the project frontage. Crosswalks will be provided at the San Juan Grade Road/Northridge Way with signalization and the signalized East Boronda Road/Dartmouth Way intersection. Thus, the existi ng and proposed pedestrian facilities can reasonably accommodate the increased demand and the newly constr ucted pedestrian facilities will not conflict with planned facilities; therefore, less-than-significant pedestrian facility impacts are anticipated.

As shown on the project site plan, bicycle lanes will be provided on East Boronda Road along the southern portion of the project site, and San Juan Grade Road along the western edge of the project site.

These designations are consistent with the bicycle path system presented in City of Salinas General Plan Circulation Element (September 2002).

Bicycle parking should be provided on-site. Salin as Municipal Code (§37-50.400) requires that the number of bicycle spaces shall be 10 percent of the required auto spaces. The project does not define the number of bicycle parking spaces but is required to provide a minimum of 83 bicycle spaces based on the required number of parking spaces. The existing bicycle facilities can reasonably accommodate the increased demand, and project implementation will not conflict with any planned facility; therefore, less- than-significant bicycle impacts are anticipated.

Transit Impacts
The project site plan currently proposes two potential locations for bus stops, one of which replaces the existing bus stop on East Boronda Road. No other modi fications or enhancements are identified to the existing transit facilities. Nor, does it conflict with the existing transi t system or planned transit system.

Salinas (Cloverfield) Retail Center TIA
December 2010

32 Based on the project impact cr iteria listed above, the proposed project will have a less-than-significant impact on transit facilities.

PROPOSED SITE ACCESS AND ON-SITE CIRCULATION
As proposed, vehicle access into and out of the site would be prov ided via three driveways on San Juan Grade Road and two driveways on East Boronda Road. The main full-access project driveway would align with Northridge Way on San Juan Grade. While the San Juan Grade Road and Mobile Home Driveway north of East Boronda Road would be limited to right-in/right-out access. A signalized driveway would align with Dartmouth Way on East Boronda Ro ad and a right-in/right-out driveway is proposed between San Juan Grade Road and Dartmouth Way.

Service Vehicle Access
The northern most driveway on San Juan Grade Road will provide access for service vehicles to the back of house for the anchor retail store. Alternatively se rvice vehicles can access the back of house via the East Boronda Road and Dartmouth Way intersection. A 110-foot truck turnaround is provided adjacent to the loading docks for building A1. The path of travel for trucks entering either at East Boronda Road or San Juan Grade Road is acceptable. All trucks are expec ted to exit the site using the northern most driveway on San Juan Grade Road. The applicant and City should confirm that these paths are feasible and acceptable prior to issuing building permits.

RECOMMENDED SITE PLAN MODIFICATIONS
Recommended modifications to vehicular, pedestrian, and bicycle site access and on-site circulation are presented on Figure 9.

Vehicular Access and Circulation
Recommendation 1 – The site plan shows a four legged uncontrolled junction immediately north of the right-in & right out project driveway on East Boronda Road. It is recommended that the uncontrolled junction be reconfigured by removing the east access to buildings R1 and J1 and removing the west access to buildings R2 and R3. This modification would allow for additional parking spaces.

Recommendation 2 - The egress/ingress driveway that serv es as the north leg of East Boronda Road/Dartmouth Way should be reconfigured by removing the inbound left turn lane and extending the outbound left turn lane to provide greater queue st orage at the signal. East Boronda Road/Dartmouth Way will be one of the main access gates to the project site and should pr ovide adequate egress storage pocket length to avoid spillback into the parking aisl es. Also, the eastbound left-turn pocket (from East Boronda Road to the project driveway) should be at least 200 feet to accommodate the inbound project traffic. This storage pocket length is limited by the nearby westbound left-turn storage pocket (approximately 150 feet) at the unsignalized Walmart driveway (intersection 10).

Pedestrian Access and Circulation
Recommendation 3 - All sidewalks both on-site and along t he project frontage should be a minimum of eight feet in width.

Recommendation 4 - The pedestrian crossing through the parki ng lot between the western driveway on Boronda Road and building R1 should have the same treatment similar to the others. Also, the pedestrian crossing near building J1 should have the same treatment similar to the others.

Salinas (Cloverfield) Retail Center TIA
December 2010

33 Bicycle Access and Circulation
Recommendation 5 - Bicycle parking should be provided near the entrances of each building (A1, J1, R1, R2, R3, and P1). The bicycle racks and/or lockers on-site should be placed in highly visible locations to encourage bicycling and discourage theft. The bicycle parking should be shown on the site plan.

SAN JUAN GRADE ROAD

EAST BORONDA ROAD
5 5
5 1
2 5
5 4
5See Inset
Inset
October 2010
SJ10-1154
Salinas Retail Center TIA
Site Plan Recommendations
Figure 9

Salinas (Cloverfield) Retail Center TIA
December 2010

35 4. CUMULATIVE CONDITIONS
This chapter discusses the analysis of the two Cumulative scenarios – with and without the proposed project. Cumulative without Project intersection vo lumes were calculated using traffic from approved but not yet constructed developments, and pending developments in the study area.

CUMULATIVE TRAFFIC VOLUMES
Cumulative Without Project
Cumulative without Project traffic volumes, as shown in Figure 10, were calculated by adding traffic from approved and pending developments located in the City of Salinas and Monterey County to the existing turning movement volumes. Where traffic estimates were not available, traffic was estimated using standard engineering practice for the approved and pending projects listed in Appendix G.

Cumulative With Project
The new project trips (see Chapter 3) were added to the Cumulative without Project volumes to represent volumes for Cumulative with Project Conditions as shown on Figure 11.

CUMULATIVE ROADWAY IMPROVEMENTS
No roadway improvements were included under Cumulative Conditions. The Western Bypass and Alvin Drive Extension are listed in the City of Salinas Traffic Improvement Program (TIP) as future improvements, but are not included as near-term ro adway improvements. The Western Bypass would be a 4-lane roadway extending from the US 101/Boronda Road interchange to the Davis Road and Blanco Road intersection. This improvement would provide parallel capacity to US 101 south of the Boronda Road interchange. Similarly, the planned Alvin Drive extension to the Western Bypass (see the 2002 Salinas General Plan and Traffic Improvement Program , 2010 update) is a potential roadway that provides parallel capacity to Boronda Road.

CUMULATIVE WITHOUT PROJECT LEVELS OF SERVICE
Intersection
Intersection operations were evaluated with level of service calculations under Cumulative without Project Conditions, and the results are summarized in Table 13.

Measured against the City of Salinas level of service standard, all signalized (LOS D or better) and unsignalized (LOS E or better) study intersections oper ate at an acceptable level of service during one or both of the peak hours under Cumulative without Pr oject Conditions except the East Boronda Road and San Juan Grade Road intersection during the PM and SAT peak hours.

Measured against Caltrans level of service standard , the signalized (LOS C or better) US 101 ramp intersections operate at an accept able level of service during both of the peak hours under Cumulative without Project Conditions.

Salinas (Cloverfield) Retail Center TIA
December 2010

36 TABLE 13

CUMULATIVE INTERSECTION LEVELS OF SERVICE
Intersection
Peak
Hour1
Intersection Control
(Cumulative w/o
Project / Cumulative
w/ Project)
Cumulative Without
Project
Cumulative With
Project
Delay2 LOS 3 Delay 2 LOS 3

1. Russell Road /
Van Buren Avenue
PM
SAT
Side-Street
Stop

13.3 12.8
B
B

13.0 12.8
B
B

2. Russell Road /
San Juan Grade Road
PM
SAT Signal 17.9

10.9 B
B

18.3 11.8
B
B

3. San Juan Grade Road /
Van Buren Avenue
PM
SAT
Side-Street
Stop

15.4 16.2
C
C

17.7 18.8
C
C

4. San Juan Grade Road /
Northridge Way
PM
SAT
Side-Street
Stop/Signal

16.7 15.3
C
C

22.2 23.4
C
C

5. San Juan Grade Road /
Mobile Home Driveway
PM
SAT
Side-Street
Stop

13.8 9.2
B
A

10.4 10.5
B
B

6. Boronda Road /
SB US 101 Ramps
PM
SAT Signal 14.0

12.7 B
B

15.8 14.9
B
B

7. Boronda Road /
NB US 101 Ramps
PM
SAT Signal 15.5

13.3 B
B

18.4 16.4
B
B

8. Boronda Road /
N. Main Street
PM
SAT Signal 48.5

54.0 D
D

59.2 95.4
E
F

9. East Boronda Road /
San Juan Grade Road
PM
SAT Signal 71.2

64.0 E
E

86.2 113.6
F
F

10. East Boronda Road /
Driveway 1
PM
SAT
Side-Street
Stop

31.0 23.4
D
C

31.9 119.4
D
F

11. East Boronda Road /
Dartmouth Way
PM
SAT Signal 23.9

6.7 C
A

26.8 26.3
C
C

12. East Boronda Road /
McKinnon Street
PM
SAT Signal 39.1

47.0 D
D

64.2 89.3
E
F
Notes:
1 PM = evening weekday peak-hour, SAT = Saturday peak hour. 2 Whole intersection weighted average control delay expressed in seconds per vehicle for signalized and all-way stop intersections using methodology described in the 2000 Highway Capacity Manual . For two-way stop controlled unsignalized intersections, total control del ay for the worst movement, expressed in seconds per vehicle, is presented.

Significant impacts are highlighted in bold text.

Source: Fehr & Peers, October 2010.

Salinas (Cloverfield) Retail Center TIA
December 2010

37 Roadway Segment
The results of the City of Salinas roadway segment analysis are presented in Tables 14. Measured against the City of Salinas level of service stand ard, East Boronda Roadway between McKinnon Street and Natividad Road operates at an unacceptable level of service (LOS D or worse) under Cumulative without Project Conditions.

TABLE 14

CUMULATIVE ROADWAY SEGMENT LEVELS OF SERVICE
Roadway Segment Roadway Type
Peak
Hour1
Cumulative Without
Project
Cumulative With
Project
Volume2 LOS 3 Volume 2 LOS 3
East Boronda Road between
McKinnon Street and El Dorado Drive 2-Lane Arterial PM
SAT
1818
1990
F
F
1983
2209
F
F
East Boronda Road between El
Dorado Drive and Natividad Road 2-Lane Arterial PM
SAT
1852
1823
F
F
2017
2042
F
F
Notes:
1 PM = evening weekday peak-hour, SAT = Saturday peak hour.

2 Volume = Two-way peak hour traffic.
3 LOS = Level of service.

Significant cumulative impacts are highlighted in bold text.

Source: Fehr & Peers, October 2010.

Freeway Mainline
The results of the US 101 freeway mainline analysis are presented in Tables 15. The corresponding level of service calculation sheets are contained in Appendix B. Measured against the Caltrans level of service standard, all freeway mainline segments would operate at an unacceptable level of service (LOS D or worse) under Cumulative without Project Conditions.

Salinas (Cloverfield) Retail Center TIA
December 2010

38 TABLE 15
CUMULATIVE US 101 FREEWAY MAINLINE LEVELS OF SERVICE
Travel
Direction Segment
Peak
Hour
Cumulative Without
Project
Cumulative With
Project
Density2 LOS3, 4 Density 2 LOS3, 4
Southbound
Russell Road to Boronda Road PM >45 F >45 F
Boronda Road to Laurel Drive PM >45 F >45 F
Northbound
Laurel Drive to Boronda Road PM >45 F >45 F
Boronda Road to Russell Road PM >45 F >45 F
Notes:

1. Balanced counts derived from Boronda Road ramp volumes and freeway mainline count.

2. Measured in vehicles per mile per lane (veh/mi/ln).

3. LOS = Level of Service.

4. LOS F applies whenever the flow ra te exceeds the segment capacity.

Significant cumulative impacts are highlighted in bold text.

Source: Fehr & Peers, October 2010.

CUMULATIVE WITH PROJECT LEVELS OF SERVICE
Intersection
Intersection operations were evaluated with level of service calculations under Cumulative with Project Conditions, and the results are summarized in Table 13.

Measured against the City of Salinas level of service standard, all signalized (LOS D or better) and unsignalized (LOS E or better) study intersections oper ate at an acceptable level of service during one or both of the peak hours under Cumulative with Project Conditions except the following:

8. Boronda Road and N. Main Street (PM and SAT peak hours)

9. East Boronda Road and San Juan Grade Road (PM and SAT peak hours)

12. East Boronda Road and McKinnon Street (PM and SAT peak hours) Measured against Caltrans level of service standard , the signalized (LOS C or better) US 101 ramp intersections operate at an accept able level of service during both of the peak hours under Cumulative with Project Conditions.

Roadway Segment
The results of the City of Salinas roadway segment analysis are presented in Tables 14. Measured against the City of Salinas level of service stand ard, East Boronda Roadway between McKinnon Street and Natividad Road operates at an unacceptable level of service (LOS D or worse) under Cumulative with Project Conditions.

Salinas (Cloverfield) Retail Center TIA
December 2010

39 Freeway Mainline
The results of the US 101 freeway mainline analysis are presented in Tables 15. The corresponding level of service calculation sheets are contained in Appendix B. Measured against the Caltrans level of service standard, all freeway mainline segments operate at an unacceptable level of service (LOS D or worse) under Cumulative with Project Conditions.

Signal Warrant Analysis
The peak-hour signal warrant from the Manual on Uniform Traffic Control Devices (MUTCD) was evaluated for the unsignalized study intersections that operate unacceptably under Cumulative with Project Conditions to determine if a traffic signal is warranted. The result of the peak-hour warrant analysis indicates that San Juan Grade Road and Northridge Way intersection satisfies peak hour warrant analysis (see Appendix D).
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 October 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Cumulative Without Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes
Figure 10A
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 0 (0)

0 (0)
SB 101 On-Ramp
TRUE
Boronda Rd.


626 (912)
667 (683)

San Juan Grade Rd.
5 (2)
1016 (785)
6 
FALSEVan Buren Ave.
27 (39)
1 13 (49)
5 (18)
TRUE

3 (0)
 
98 (67)
679 (530)
91 (93)

3 (1)

Northridge Wy.

7 (1)
777 (597)
TRUEMobile Home Drwy. FALSETRUE FALSE
5 
San Juan Grade Rd.
185 (155)
786 (900)
4 4 (2)
576 (590)
TRUE157 (190)
SB 101 Off-Ramp
118 (113)
TRUE
749 (655)
TRUE
6 (12)
133 (83)
549 (448)

San Juan Grade Rd
3 12 (10)
133 (100)
422 (360)
70 (89)
462 (479)

TRUE
Russell Road
 385 (142)
San Juan Grade Rd
2 165 (123)
403 (400)
5 (2)

TRUE


TRUE
26 (24)
245 (160)
22 (28)
5 (4)
22 (20)


TRUE
11 (42)
398 (171)
114 (52)
35 (40)
Van Buren Ave.

Russell Road
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 July 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Cumulative Without Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes
Figure 10B
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11  256 (330)
419 (345)
86 (89)
Dartmouth Wy.

47 (21)

Shopping Center Drw
1217 (1041)


27 (21)
46 (58)
1245 (1087)
55 (76)
717 (809)


18 (12)
Boronda Rd.TRUE TRUE

996 (1034)
99 (141)
Boronda Rd.
30 (9)
TRUE
8 (4)
1048 (1154)
11 TRUE
10 ) 1 7 ( 4 6
) 1 2 4 ( 5 5 4
) 0 4 1 ( 9 5 2

NB 101 Off-Ramp

279 (163)
1012 (889)
415 (311)

332 (342)
47 (54)
1037 (930)
106 (77)
TRUE
163 (198)
TRUE
TRUE
256 (257)
Boronda Rd.

Boronda Rd.

N. Main Street
8 ) 6 7 1 ( 9 5 2
) 0 5 1 ( 3 4 1
601 (681)
) 7 6 8 ( 9 0 8
) 4 0 4 1 ( 6 9 0 1
9 148 (124)
266 (302)
Boronda Rd.


San Juan Grade Rd.
348 (306)
299 (354)
148 (135)
53 (118)
1 (0)
944 (800)
778 (578)
TRUE

TRUETRUE
1543 (1545)
NB 101 On-Ramp
7 3 (3)
12 14 (3)
5 (2)


TRUE
95 (121)
843 (923)
221 (237)
4 (0)
49 (17)


TRUE
McKinnon St.
7 (4)
924 (909)
322 (178)
8 (0)
Boronda Rd.
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 October 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Cumulative With Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes
Figure 11A
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11 SB 101 On-Ramp
Boronda Rd.



12 (14) 648 (938)
0 (0)
862 (930)

San Juan Grade Rd.
5 (2)
1077 (871)
6 
FALSEVan Buren Ave.
27 (39)
1 13 (49)
5 (18)

3 (0)

4 (6)
9822 (67)
699 (556)
105 (141)
91 (93)

3 (1)
Northridge Wy.

134 (183)
890 (750)
Pj Drwy 3TRUEMobile Home Drwy.
208 (265)

TRUETRUE TRUE
5 Pj Drwy 2

San Juan Grade Rd.

4 (5)
14 (16)
185 (155)
806 (928)
4 4 (2)
563 (572)
45 (64)
TRUE157 (190)
SB 101 Off-Ramp
134 (136)
896 (839)
TRUE
6 (12)
150 (104)
566 (469)

San Juan Grade Rd
3 12 (10)
137 (105)
435 (376)
74 (95)
478 (502)

TRUE
Russell Road
 385 (142)
San Juan Grade Rd
2 165 (123)
416 (417)
5 (2)

TRUE


TRUE
26 (24)
249 (165)
22 (28)
5 (4)
22 (20)


TRUE
11 (42)
402 (177)
114 (52)
35 (40)
Van Buren Ave.

Russell Road

0 (0) 
7 (1)
1 Van Buren Ave
Russell Rd
San Juan Grade Rd
Main St
Boronda Rd
Harden Pkwy
Alvin Rd
Natividad Rd
El Dorado Dr
McKinnon St
Davis Rd
2 Project
Site
101
3 8
12See Inset Map
Espinosa Rd
Bolivar St
Madrid St
IndependenceBlvd
Rogge Rd
76 July 2010
SJ10-1154
Salinas Retail Center TIA
Legend:
= City of Salinas Intersection
= Caltrans Intersection
= PM (SAT) Peak Hour
Traffic Volumes
= Signalized Intersection
= Stop Sign
X
X

XX (YY)

Cumulative With Project Lane Geometries, Traffic Controls and Peak-Hour Intersection Volumes
Figure 11B
Boronda Rd
Project Site
5 9
4 10
San Juan Grade Rd
Northridge Way
Mobile HomeDriveway
Shopping Center
Driveway
Dartmouth
Way
Northridge Dr
Swaner Ave
11  256 (330)
431 (364)
94 (99)
Dartmouth Wy.
65 (88)
47 (21)

Shopping Center Drw
1334 (1195)


27 (21)
46 (58)
1297 (1153)
55 (78)
717 (809)


18 (12)
Boronda Rd.

TRUE TRUE
Pj Drwy 5
117 (149)
4 (5)


1152 (1233)
99 (141)
Boronda Rd.
30 (9)
TRUE
4 (6)
8 (4)
84 (121)
1087 (1204)
74 (92)
11 TRUE
10 ) 1 7 ( 4 6
) 1 2 4 ( 5 5 4

1235 (1203)
415 (311)

332 (342)
47 (54)
1053 (958)
313 (363)
TRUE
187 (229)
TRUE
TRUE
349 (373)
Boronda Rd.

Boronda Rd.

N. Main Street
8 ) 7 0 2 ( 7 8 2
) 0 5 1 ( 3 4 1
728 (835)
) 6 5 1 1 ( 1 4 0 1
9 253 (259)
263 (298)


San Juan Grade Rd.
348 (306)
299 (354)
148 (135)
53 (118)
TRUE
3 (3)
12 14 (3)
5 (2)


TRUE
95 (121)
925 (1037)
262 (294)
4 (0)
49 (17)


TRUE
McKinnon St.
7 (4)
1008 (1014)
364 (231)
8 (0)
Boronda Rd.

) 0 4 1 ( 9 5 2

NB 101 Off-Ramp

279 (163)
) 4 1 6 1 ( 5 6 2 1
Boronda Rd.

1 (0)
1086 (1000)
841 (657)

TRUETRUE
1624 (1659)
NB 101 On-Ramp
7 Salinas (Cloverfield) Retail Center TIA
December 2010

44 CUMULATIVE INTERSECTION IMPACTS AND MITIGATION MEASURES Based on the City project impact criteria listed above, the following intersections would result in a significant impact under the Cumulative with Project Conditions:

10. Boronda Road and N. Main Street (PM and SAT peak hours)

11. East Boronda Road and San Juan Grade Road (PM and SAT peak hours)

12. East Boronda Road and McKinnon Street (PM and SAT peak hours) Appendix F contains the corresponding mitigation calculation sheets.

Boronda Road and North Main Street – Operations at this location are projected to be LOS E (59.2 seconds of average delay) and LOS F (95.4 seconds of average delay) during the PM and SAT peak hours, respectively. To operate acceptably (LOS D or better) under the PM peak hour:
 Widen the eastbound approach to include a third eastbound through lane.

Modify the signal timing to include a southbound right -turn overlap phase, which requires prohibition of eastbound u-turns. In addition to the PM peak hour improvements listed above, the SAT peak hour also requires modification of the westbound shared through-right lane into an exclusive through lane and separate right-turn lane. This separate westbound right -turn lane would affect the existing park on the northeast corner and lengthen the pedestrian crossing distance across the east leg of the Boronda Road and North Main Street intersection. Widening intersections and/or roadways for infrequent peak demand creates a vehicle oriented street system that incr eases the exposure of pedestrians and bicyclist to vehicle traffic. Thus, the Saturday peak hour mitigation is provided for informational purposes because this time period occurs once a week; rather, than a typical mid-week (e.g., Tuesday through Thursday) PM peak hour that occurs three times a week.

Under both the PM and SAT peak hours, additional right-of-way may be needed, which would affect existing parking lots and landscape frontages on eac h corner. These improvements are not included in the Salinas Traffic Improvement Program (TIP). Thus, payment of the city impact fee will not fulfill the project applicants obligations for mitigating this inters ection impact to less-than-significant. The project applicant may either construct the physical improvements and enter into a reimbursement with the City or the City may update the Salinas Traffic Improvement Program (TIP) to include these improvements and payment of the updated city impact fee would fulfill the project applicants obligations for mitigating this cumulative intersection impact to less-than-significant. T he fair share calculations for this intersection are presented in Appendix H . However, unless other funding source s such as contributions from other developers, or city funds are made available, these roadway improv ements will not be implemented, and this impact would remain significant and unavoidable . Secondary impacts with widening will include tree removal, lengthening of crosswalks, and/or modifi cation of signal phasing that could increase the crossing distance/time for pedestrians.

East Boronda Road and McKinnon Street – Operations at this location are projected to be LOS E (64.2 sec/veh) and LOS F (89.3 sec/veh) during the PM and SAT peak hours, respectively. To operate acceptably (LOS D or better) and mitigate to less-than-significant this intersection requires:
 a second through lane in both the eastbound and westbound directions, which is currently being designed by City staff.

This improvement is consistent with the Salinas General Plan Circulation Element and the Salinas Traffic Improvement Program (TIP) Project Number 20, which widens East Boronda Road to 6-lanes between Salinas (Cloverfield) Retail Center TIA
December 2010

45 San Juan Grade Road and Williams Road. Thus, payment of the city impact fee will fulfill the project applicants obligations for mitigating this intersection impact to less-than-significant.

East Boronda Road and San Juan Grade Road – Operations at this location are projected to be LOS F during the PM (86.2 seconds of average delay) and SAT (113.6 seconds of average delay) peak hours.

This intersection requires a second left-turn lane on all approaches to mitigate this cumulative impact during PM and SAT peak hours. This improvement is consistent with the City of Salinas Traffic Improvement Program (TIP) Project Number 50. Thus, payment of the city impact fee will fulfill the project applicants obligations for mitigating this intersection impact to less-than-significant . Secondary impacts with widening will include tree removal, lengthening of crosswalks, and/or modification of signal phasing that could increase the crossing distance/time for pedestrians.

A recommended storage pocket length of 400 feet is presented in the East Boronda Road and San Juan Grade Road Intersection Analysis technical memorandum (see Appendix H) for the East Boronda Road and San Juan Grade Road intersection. This left turn storage pocket estimate is based on using the average queue distance (based on average of five (5) SimTraffic micro-simulation runs) plus the deceleration distance at 30 miles per hour (mph). In other words, on average vehicles will be able to decelerate from 30 mph and stop at the back of the average queue for the left turn movement within the length of the storage pocket under Year 2030 Current General Plan Conditions. At 30 mph the Caltrans Highway Design Manual (HDM) specifies an approximate deceler ation distance of 235 feet and the estimated average storage pocket length is approximately 100 to 200 feet for the southbound left turn lane. Thus, the southbound left turn storage pocket is estimated to be 400 feet.

Maintaining left-in-left out access for the mobile home driveway (intersection 5) would shorten the southbound left-turn lane storage pocket at East Boronda Road and San Juan Grade Road to approximately 150 feet, which will cause southbound left- turn lane vehicles to block southbound through vehicles. Accordingly, this is considered a significant operational impact during the PM and SAT peak hour. Significant operational impact identified based on SimTraffic queuing analysis of southbound left- turn lane movement at East Boronda Road and S an Juan Grade Road intersection. Mitigation of this operational impact requires modification of the San Juan Grade Road and Mobile Home Driveway intersection to right-in-right-out access only. This driveway modification would require a U-turn movement at the signalized intersections on San Juan Grade Road at both Northridge Drive and East Boronda Road. Under Cumulative plus Project Conditions fewer than 10 vehicles make a northbound left into the mobile home driveway during the PM or SAT peak hour s. And zero vehicles make an eastbound left turn from the mobile home driveway during the PM and SAT peak hours. The City of Salinas should continue to monitor this location and conduct an engineeri ng study to evaluate the need for turn movement restrictions as appropriate to maintain acceptable intersection operations.

The unsignalized East Boronda Road and Shopping Cent er Driveway (Walmart) intersection is expected to operate at unacceptable levels during the SAT peak hour. However, this intersection would not meet the Peak Hour Warrant for traffic signal installation during the peak hour. Based on the impact criteria, the proposed project would have a less-than-significant impact at this study unsignalized intersection. The City of Salinas should continue to monitor this location and conduct an engineer ing study to evaluate the need for turn movement restrictions as appropriate to maintain acceptable intersection operations. Under Cumulative plus Project Conditions fewer than 30 vehicles make a northbound left from the shopping center driveway to East Boronda Road during the PM or SAT peak hours.

CUMULATIVE ROADWAY IMPACTS AND MITIGATION MEASURES
Based on the impact criteria list ed above, the proposed pr oject will have a significant impact on East Boronda Road between McKinnon Street and Natividad Road under Cumulative with Project Conditions.

East Boronda Road between McKinnon Street and El Dorado Drive – This roadway segment requires widening to a 4-lane arterial to provide acceptable operations (LOS D) during the PM and SAT peak Salinas (Cloverfield) Retail Center TIA
December 2010

46 hours. Widening East Boronda Road to 4-lanes is consistent with the Salinas General Plan Circulation Element and the Salinas Traffic Improvement Program (TIP) Project Number 20. Thus, payment of the city impact fee will fulfill the proj ect applicants obligations for mitigating this intersection impact to less- than-significant.

CUMULATIVE FREEWAY MAINLINE IMPACTS AND MITIGATION MEASURES The results of the freeway level of service analysis indicate that the proposed project would create a significant impact on the following mixed-flow freeway segments during the PM peak hour:
 US 101 between Laurel Drive and Boronda Road
 US 101 between Boronda Road and Russell Road
The widening of US 101 to 6-lanes between the new Russell Road interchange and Harris Road ( City of Salinas Traffic Improvement Program Project Number 32) would mitigate the project’s impact. The TAMC regional project list does not include the widening of US 101 through the City of Salinas in the regional transportation impact fee, nor does the 2010 Monterey County Constrained Regional Transportation Plan.

Salinas (Cloverfield) Retail Center TIA
December 2010

47 5. BORONDA ROAD PROGRESSION ANALYSIS
This chapter presents the model calibration and tra ffic progression estimates on Boronda Road between the US 101 southbound ramps and McKinnon Street during the weekday PM and Saturday midday peak hours under Existing Conditions and Cumulative with Project Conditions and proposed mitigation.

MODEL DEVELOPMENT
Using the Guidelines for Applying Traffic Microsimulation Modeling Software (Caltrans, September 2002), the SimTraffic models were validated with respect to traffic volumes, corridor travel times, and queue locations in the Boronda Road corridor near the project site. These models are considered appropriate tools to evaluate the progression on Boronda Road between US 101 and McKinnon Street.

PROGRESSION ANALYSIS
SimTraffic is a stochastic model where different seed numbers generate different driver behaviors (i.e., accepting available gaps for turns, changing lanes, et c.) and system results. Use of a stochastic model allows for the seemingly unpredictable element of individual driver’s behavior to be modeled using random scenarios. Multiple runs are needed to account for this variation in the model results and to achieve confidence in the simulated results. Thus, al l results presented in this section are the average of five similar model runs out of ten with different seed numbers.

Table 16 compares the Existing travel time estimates to field observations and summarizes the travel time estimates from the SimTraffic model. Ex isting simulated travel times are similar to existing travel times.

With the implementation of the proposed mitigations under the Cumulative With Project, the average travel time increased while the average speed de creased compares to Existing Conditions. Average travel speeds will generally be lower with the proposed mitigations described in Chapter 4 and the increased traffic under Cumulative with Project Conditions compared to Existing Conditions.

TABLE 16

PEAK-HOUR BORONDA ROAD PROGRESSION ANALYSIS
Distance
(miles) Direction
Peak
Hour
Field Observed1 SimTraffic Model
Average
Time (sec)
Average
Speed (mph)
Existing
Cumulative with Project
and Proposed Mitigation1
Average
Time (sec)
Average
Speed (mph)
Average
Time (sec)
Average
Speed (mph)

1.08 WB
PM 212 18.3 261 14.9 362 10.7
SAT 208 18.7 239 16.3 346 11.2
EB
PM 285 13.6 325 12.0 334 11.6
SAT 279 13.9 277 14.0 331 11.7
Notes:
1 Former Home Depot site was under construction during field observations. 2 Proposed cumulative mitigation (see Chapter 4) includes : 1) 4-lane East Boronda Road between Dartmouth Way and Natividad Road, 2) dual left turn lanes on all approaches at East Boronda Road/San Juan Grade Road, 3) 3 rd
eastbound
through lane, separate westbound right turn and southbound ri ght-turn overlap phase at intersection of Boronda Road and North Main Street.

Source: Fehr & Peers, October 2010.

APPENDIX A:

EXISTING TRAFFIC COUNTS
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 1MID FINAL
Site Code : 00000001
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

VAN BUREN AVE
Southbound

RUSSELL RD
Westbound

VAN BUREN AVE
Northbound

RUSSELL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 15 2 4 0 21 4 30 1 0 35 3 0 7 0 10 10 38 10 0 58 124 11:15 AM 6 9 9 0 24 7 39 3 0 49 4 2 8 0 14 10 45 14 0 69 156 11:30 AM 5 1 6 0 12 16 32 1 0 49 9 5 9 0 23 8 44 15 0 67 151 11:45 AM 5 7 16 0 28 12 29 1 0 42 5 1 7 0 13 6 38 13 0 57 140 Total 31 19 35 0 85 39 130 6 0 175 21 8 31 0 60 34 165 52 0 251 571 12:00 PM 5 6 3 0 14 11 31 5 0 47 7 2 1 0 10 7 36 11 0 54 125 12:15 PM 11 3 12 0 26 8 32 3 0 43 3 1 8 0 12 15 42 15 0 72 153 12:30 PM 20 8 14 0 42 10 39 8 0 57 5 1 8 0 14 13 47 7 0 67 180 12:45 PM 13 1 11 0 25 10 44 8 0 62 5 0 11 0 16 17 42 9 0 68 171 Total 49 18 40 0 107 39 146 24 0 209 20 4 28 0 52 52 167 42 0 261 629 Grand Total 80 37 75 0 192 78 276 30 0 384 41 12 59 0 112 86 332 94 0 512 1200 Apprch % 41.7 19.3 39.1 0 20.3 71.9 7.8 0 36.6 10.7 52.7 0 16.8 64.8 18.4 0 Total % 6.7 3.1 6.2 0 16 6.5 23 2.5 0 32 3.4 1 4.9 0 9.3 7.2 27.7 7.8 0 42.7

VAN BUREN AVE
Southbound

RUSSELL RD
Westbound

VAN BUREN AVE
Northbound

RUSSELL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 5 6 3 0 14 11 31 5 0 47 7 2 1 0 10 7 36 11 0 54 125 12:15 PM 11 3 12 0 26 8 32 3 0 43 3 1 8 0 12 15 42 15 0 72 153 12:30 PM 20 8 14 0 42 10 39 8 0 57 5 1 8 0 14 13 47 7 0 67 180 12:45 PM 13 1 11 0 25 10 44 8 0 62 5 0 11 0 16 17 42 9 0 68 171 Total Volume 49 18 40 0 107 39 146 24 0 209 20 4 28 0 52 52 167 42 0 261 629 % App. Total 45.8 16.8 37.4 0 18.7 69.9 11.5 0 38.5 7.7 53.8 0 19.9 64 16.1 0 PHF .613 .563 .714 .000 .637 .886 .830 .750 .000 .843 .714 .500 .636 .000 .813 .765 .888 .700 .000 .906 .874 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 1MID FINAL
Site Code : 00000001
Start Date : 3/13/2010
Page No : 2

VAN BUREN AVE

RUSSELL RD

VAN BUREN AVE
Right
49 Thru
18 Left
40 Peds
0 InOut Total
85 107 192
Right
39 Thru
146
Left
24 Peds
0 OutTotal In
227 209 436
Left
28 Thru
4 Right
20 Peds
0 Out TotalIn
94 52 146
Left
42 Thru
167
Right
52 Peds
0 TotalOut In
223 261 484
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 1PM FINAL
Site Code : 00000001
Start Date : 2/25/2010
Page No : 1
Groups Printed- Vehicles

VAN BUREN AVE
Southbound

RUSSEL RD
Westbound

VAN BUREN AVE
Northbound

RUSSEL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 2 2 5 0 9 6 52 7 0 65 2 4 5 0 11 20 71 6 0 97 182 04:15 PM 4 9 10 0 23 13 31 5 0 49 4 6 5 0 15 20 77 3 0 100 187 04:30 PM 3 3 13 0 19 8 34 3 0 45 5 5 8 0 18 27 66 1 0 94 176 04:45 PM 6 1 13 0 20 8 45 4 0 57 7 0 5 0 12 23 68 3 0 94 183 Total 15 15 41 0 71 35 162 19 0 216 18 15 23 0 56 90 282 13 0 385 728 05:00 PM 2 3 10 0 15 8 46 6 0 60 2 2 4 0 8 30 69 2 0 101 184 05:15 PM 3 0 5 0 8 5 36 9 0 50 2 1 7 0 10 38 103 2 0 143 211 05:30 PM 2 1 7 0 10 6 46 7 0 59 11 2 6 0 19 23 82 4 0 109 197 05:45 PM 2 2 9 0 13 9 42 3 0 54 6 1 3 0 10 19 86 3 0 108 185 Total 9 6 31 0 46 28 170 25 0 223 21 6 20 0 47 110 340 11 0 461 777 Grand Total 24 21 72 0 117 63 332 44 0 439 39 21 43 0 103 200 622 24 0 846 1505 Apprch % 20.5 17.9 61.5 0 14.4 75.6 10 0 37.9 20.4 41.7 0 23.6 73.5 2.8 0 Total % 1.6 1.4 4.8 0 7.8 4.2 22.1 2.9 0 29.2 2.6 1.4 2.9 0 6.8 13.3 41.3 1.6 0 56.2

VAN BUREN AVE
Southbound

RUSSEL RD
Westbound

VAN BUREN AVE
Northbound

RUSSEL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 2 3 10 0 15 8 46 6 0 60 2 2 4 0 8 30 69 2 0 101 184 05:15 PM 3 0 5 0 8 5 36 9 0 50 2 1 7 0 10 38 103 2 0 143 211 05:30 PM 2 1 7 0 10 6 46 7 0 59 11 2 6 0 19 23 82 4 0 109 197 05:45 PM 2 2 9 0 13 9 42 3 0 54 6 1 3 0 10 19 86 3 0 108 185 Total Volume 9 6 31 0 46 28 170 25 0 223 21 6 20 0 47 110 340 11 0 461 777 % App. Total 19.6 13 67.4 0 12.6 76.2 11.2 0 44.7 12.8 42.6 0 23.9 73.8 2.4 0 PHF .750 .500 .775 .000 .767 .778 .924 .694 .000 .929 .477 .750 .714 .000 .618 .724 .825 .688 .000 .806 .921 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 1PM FINAL
Site Code : 00000001
Start Date : 2/25/2010
Page No : 2

VAN BUREN AVE

RUSSEL RD

VAN BUREN AVE
Right
9 Thru
6 Left
31 Peds
0 InOut Total
45 46 91
Right
28 Thru
170
Left
25 Peds
0 OutTotal In
392 223 615
Left
20 Thru
6 Right
21 Peds
0 Out TotalIn
141 47 188
Left
11 Thru
340
Right
110
Peds
0 TotalOut In
199 461 660
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 2MID FINAL
Site Code : 00000002
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

RUSSELL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 21 57 1 0 79 0 0 0 0 0 0 45 19 0 64 7 0 28 0 35 178 11:15 AM 25 58 1 0 84 0 0 0 0 0 0 37 21 0 58 13 0 37 0 50 192 11:30 AM 29 56 2 0 87 0 0 0 0 0 0 37 32 0 69 24 0 33 0 57 213 11:45 AM 18 55 2 0 75 0 0 0 0 0 0 47 26 0 73 19 0 26 0 45 193 Total 93 226 6 0 325 0 0 0 0 0 0 166 98 0 264 63 0 124 0 187 776 12:00 PM 27 59 0 0 86 0 0 0 0 0 0 60 28 0 88 15 0 25 0 40 214 12:15 PM 23 66 2 0 91 0 0 0 0 0 0 45 22 0 67 19 0 38 0 57 215 12:30 PM 34 62 0 0 96 0 0 0 0 0 0 34 18 0 52 26 0 36 0 62 210 12:45 PM 32 54 0 0 86 0 0 0 0 0 0 49 28 0 77 21 0 30 0 51 214 Total 116 241 2 0 359 0 0 0 0 0 0 188 96 0 284 81 0 129 0 210 853 Grand Total 209 467 8 0 684 0 0 0 0 0 0 354 194 0 548 144 0 253 0 397 1629 Apprch % 30.6 68.3 1.2 0 0 0 0 0 0 64.6 35.4 0 36.3 0 63.7 0 Total % 12.8 28.7 0.5 0 42 0 0 0 0 0 0 21.7 11.9 0 33.6 8.8 0 15.5 0 24.4

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

RUSSELL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 27 59 0 0 86 0 0 0 0 0 0 60 28 0 88 15 0 25 0 40 214 12:15 PM 23 66 2 0 91 0 0 0 0 0 0 45 22 0 67 19 0 38 0 57 215 12:30 PM 34 62 0 0 96 0 0 0 0 0 0 34 18 0 52 26 0 36 0 62 210 12:45 PM 32 54 0 0 86 0 0 0 0 0 0 49 28 0 77 21 0 30 0 51 214 Total Volume 116 241 2 0 359 0 0 0 0 0 0 188 96 0 284 81 0 129 0 210 853 % App. Total 32.3 67.1 0.6 0 0 0 0 0 0 66.2 33.8 0 38.6 0 61.4 0 PHF .853 .913 .250 .000 .935 .000 .000 .000 .000 .000 .000 .783 .857 .000 .807 .779 .000 .849 .000 .847 .992 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 2MID FINAL
Site Code : 00000002
Start Date : 3/13/2010
Page No : 2

SAN JUAN GRADE RD

RUSSELL RD

SAN JUAN GRADE RD
Right
116
Thru
241
Left
2 Peds
0 InOut Total
317 359 676
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
2 0 2
Left
96 Thru
188
Right
0 Peds
0 Out TotalIn
322 284 606
Left
129
Thru
0 Right
81 Peds
0 TotalOut In
212 210 422
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 2PM FINAL
Site Code : 00000002
Start Date : 2/25/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

RUSSELL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 33 56 0 0 89 0 0 0 0 0 0 32 25 0 57 21 0 52 0 73 219 04:15 PM 40 51 1 0 92 0 0 0 0 0 0 35 26 0 61 21 0 66 0 87 240 04:30 PM 26 60 2 0 88 0 0 0 0 0 0 41 26 0 67 29 0 83 0 112 267 04:45 PM 39 83 4 0 126 0 0 0 0 0 0 62 29 0 91 20 0 87 0 107 324 Total 138 250 7 0 395 0 0 0 0 0 0 170 106 0 276 91 0 288 0 379 1050 05:00 PM 39 79 0 0 118 0 0 0 0 0 0 58 27 0 85 17 0 80 0 97 300 05:15 PM 36 71 0 0 107 0 0 0 0 0 0 55 36 0 91 21 0 104 0 125 323 05:30 PM 44 92 1 0 137 2 0 0 0 2 0 74 38 0 112 14 0 100 0 114 365 05:45 PM 50 82 1 0 133 0 0 0 0 0 0 80 20 0 100 25 0 84 0 109 342 Total 169 324 2 0 495 2 0 0 0 2 0 267 121 0 388 77 0 368 0 445 1330 Grand Total 307 574 9 0 890 2 0 0 0 2 0 437 227 0 664 168 0 656 0 824 2380 Apprch % 34.5 64.5 1 0 100 0 0 0 0 65.8 34.2 0 20.4 0 79.6 0 Total % 12.9 24.1 0.4 0 37.4 0.1 0 0 0 0.1 0 18.4 9.5 0 27.9 7.1 0 27.6 0 34.6

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

RUSSELL RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 39 79 0 0 118 0 0 0 0 0 0 58 27 0 85 17 0 80 0 97 300 05:15 PM 36 71 0 0 107 0 0 0 0 0 0 55 36 0 91 21 0 104 0 125 323 05:30 PM 44 92 1 0 137 2 0 0 0 2 0 74 38 0 112 14 0 100 0 114 365 05:45 PM 50 82 1 0 133 0 0 0 0 0 0 80 20 0 100 25 0 84 0 109 342 Total Volume 169 324 2 0 495 2 0 0 0 2 0 267 121 0 388 77 0 368 0 445 1330 % App. Total 34.1 65.5 0.4 0 100 0 0 0 0 68.8 31.2 0 17.3 0 82.7 0 PHF .845 .880 .500 .000 .903 .250 .000 .000 .000 .250 .000 .834 .796 .000 .866 .770 .000 .885 .000 .890 .911 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 2PM FINAL
Site Code : 00000002
Start Date : 2/25/2010
Page No : 2

SAN JUAN GRADE RD

RUSSELL RD

SAN JUAN GRADE RD
Right
169
Thru
324
Left
2 Peds
0 InOut Total
637 495 1132
Right
2 Thru
0 Left
0 Peds
0 OutTotal In
2 2 4
Left
121
Thru
267
Right
0 Peds
0 Out TotalIn
401 388 789
Left
368
Thru
0 Right
77 Peds
0 TotalOut In
290 445 735
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 3MID FINAL
Site Code : 00000003
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

VAN BUREN AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 2 59 0 0 61 0 0 0 0 0 0 57 22 0 79 17 0 3 0 20 160 11:15 AM 4 76 0 0 80 0 0 0 0 0 0 57 20 0 77 18 0 1 0 19 176 11:30 AM 5 73 0 0 78 0 0 0 0 0 0 54 17 0 71 21 0 1 0 22 171 11:45 AM 2 74 0 0 76 0 0 0 0 0 0 78 23 0 101 25 0 0 0 25 202 Total 13 282 0 0 295 0 0 0 0 0 0 246 82 0 328 81 0 5 0 86 709 12:00 PM 3 72 0 0 75 0 0 0 0 0 0 84 16 0 100 19 0 3 0 22 197 12:15 PM 4 82 0 0 86 0 0 0 0 0 0 61 20 0 81 21 0 3 0 24 191 12:30 PM 3 79 0 0 82 0 0 0 0 0 0 44 15 0 59 28 0 1 0 29 170 12:45 PM 0 79 0 0 79 0 0 0 0 0 0 72 15 0 87 27 0 5 0 32 198 Total 10 312 0 0 322 0 0 0 0 0 0 261 66 0 327 95 0 12 0 107 756 Grand Total 23 594 0 0 617 0 0 0 0 0 0 507 148 0 655 176 0 17 0 193 1465 Apprch % 3.7 96.3 0 0 0 0 0 0 0 77.4 22.6 0 91.2 0 8.8 0 Total % 1.6 40.5 0 0 42.1 0 0 0 0 0 0 34.6 10.1 0 44.7 12 0 1.2 0 13.2

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

VAN BUREN AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:30 AM
11:30 AM 5 73 0 0 78 0 0 0 0 0 0 54 17 0 71 21 0 1 0 22 171 11:45 AM 2 74 0 0 76 0 0 0 0 0 0 78 23 0 101 25 0 0 0 25 202 12:00 PM 3 72 0 0 75 0 0 0 0 0 0 84 16 0 100 19 0 3 0 22 197 12:15 PM 4 82 0 0 86 0 0 0 0 0 0 61 20 0 81 21 0 3 0 24 191 Total Volume 14 301 0 0 315 0 0 0 0 0 0 277 76 0 353 86 0 7 0 93 761 % App. Total 4.4 95.6 0 0 0 0 0 0 0 78.5 21.5 0 92.5 0 7.5 0 PHF .700 .918 .000 .000 .916 .000 .000 .000 .000 .000 .000 .824 .826 .000 .874 .860 .000 .583 .000 .930 .942 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 3MID FINAL
Site Code : 00000003
Start Date : 3/13/2010
Page No : 2

SAN JUAN GRADE RD

VAN BUREN AVE

SAN JUAN GRADE RD
Right
14 Thru
301
Left
0 Peds
0 InOut Total
284 315 599
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
76 Thru
277
Right
0 Peds
0 Out TotalIn
387 353 740
Left
7 Thru
0 Right
86 Peds
0 TotalOut In
90 93 183
Peak Hour Begins at 11:30 AM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 3PM FINAL
Site Code : 00000003
Start Date : 2/25/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

VAN BUREN AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 5 84 0 0 89 0 0 0 0 0 0 70 33 0 103 27 0 3 0 30 222 04:15 PM 1 66 0 0 67 0 0 0 0 0 0 65 26 0 91 24 0 4 0 28 186 04:30 PM 4 78 0 0 82 0 0 0 0 0 0 57 17 0 74 23 0 1 0 24 180 04:45 PM 5 93 0 0 98 0 0 0 0 0 0 81 28 0 109 22 0 2 0 24 231 Total 15 321 0 0 336 0 0 0 0 0 0 273 104 0 377 96 0 10 0 106 819 05:00 PM 1 84 0 0 85 0 0 0 0 0 0 76 27 0 103 25 0 0 0 25 213 05:15 PM 5 74 0 0 79 0 0 0 0 0 0 97 37 0 134 31 0 2 0 33 246 05:30 PM 1 97 0 0 98 0 0 0 0 0 0 88 28 0 116 27 0 2 0 29 243 05:45 PM 7 93 0 0 100 0 0 0 0 0 0 89 21 0 110 19 0 1 0 20 230 Total 14 348 0 0 362 0 0 0 0 0 0 350 113 0 463 102 0 5 0 107 932 Grand Total 29 669 0 0 698 0 0 0 0 0 0 623 217 0 840 198 0 15 0 213 1751 Apprch % 4.2 95.8 0 0 0 0 0 0 0 74.2 25.8 0 93 0 7 0
Total % 1.7 38.2 0 0 39.9 0 0 0 0 0 0 35.6 12.4 0 48 11.3 0 0.9 0 12.2

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

VAN BUREN AVE
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 5 93 0 0 98 0 0 0 0 0 0 81 28 0 109 22 0 2 0 24 231 05:00 PM 1 84 0 0 85 0 0 0 0 0 0 76 27 0 103 25 0 0 0 25 213 05:15 PM 5 74 0 0 79 0 0 0 0 0 0 97 37 0 134 31 0 2 0 33 246 05:30 PM 1 97 0 0 98 0 0 0 0 0 0 88 28 0 116 27 0 2 0 29 243 Total Volume 12 348 0 0 360 0 0 0 0 0 0 342 120 0 462 105 0 6 0 111 933 % App. Total 3.3 96.7 0 0 0 0 0 0 0 74 26 0 94.6 0 5.4 0 PHF .600 .897 .000 .000 .918 .000 .000 .000 .000 .000 .000 .881 .811 .000 .862 .847 .000 .750 .000 .841 .948 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 3PM FINAL
Site Code : 00000003
Start Date : 2/25/2010
Page No : 2

SAN JUAN GRADE RD

VAN BUREN AVE

SAN JUAN GRADE RD
Right
12 Thru
348
Left
0 Peds
0 InOut Total
348 360 708
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
120
Thru
342
Right
0 Peds
0 Out TotalIn
453 462 915
Left
6 Thru
0 Right
105
Peds
0 TotalOut In
132 111 243
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 4MID FINAL
Site Code : 00000004
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

NORTHRIDGE WY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 0 89 0 0 89 0 0 0 0 0 0 81 14 0 95 15 0 1 0 16 200 11:15 AM 1 95 0 0 96 0 0 0 0 0 0 78 18 0 96 9 0 0 0 9 201 11:30 AM 2 91 0 0 93 0 0 0 0 0 0 72 20 0 92 20 0 3 0 23 208 11:45 AM 2 97 0 0 99 0 0 0 0 0 0 105 17 0 122 15 0 2 0 17 238 Total 5 372 0 0 377 0 0 0 0 0 0 336 69 0 405 59 0 6 0 65 847 12:00 PM 2 99 0 0 101 0 0 0 0 0 0 90 18 0 108 14 0 0 0 14 223 12:15 PM 0 105 0 0 105 0 0 0 0 0 0 74 14 0 88 25 0 1 0 26 219 12:30 PM 0 100 0 0 100 0 0 0 0 0 0 74 16 0 90 28 0 0 0 28 218 12:45 PM 0 97 0 0 97 0 0 0 0 0 0 81 15 0 96 21 0 0 0 21 214 Total 2 401 0 0 403 0 0 0 0 0 0 319 63 0 382 88 0 1 0 89 874 Grand Total 7 773 0 0 780 0 0 0 0 0 0 655 132 0 787 147 0 7 0 154 1721 Apprch % 0.9 99.1 0 0 0 0 0 0 0 83.2 16.8 0 95.5 0 4.5 0 Total % 0.4 44.9 0 0 45.3 0 0 0 0 0 0 38.1 7.7 0 45.7 8.5 0 0.4 0 8.9

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

NORTHRIDGE WY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:30 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM
11:45 AM 2 97 0 0 99 0 0 0 0 0 0 105 17 0 122 15 0 2 0 17 238 12:00 PM 2 99 0 0 101 0 0 0 0 0 0 90 18 0 108 14 0 0 0 14 223 12:15 PM 0 105 0 0 105 0 0 0 0 0 0 74 14 0 88 25 0 1 0 26 219 12:30 PM 0 100 0 0 100 0 0 0 0 0 0 74 16 0 90 28 0 0 0 28 218 Total Volume 4 401 0 0 405 0 0 0 0 0 0 343 65 0 408 82 0 3 0 85 898 % App. Total 1 99 0 0 0 0 0 0 0 84.1 15.9 0 96.5 0 3.5 0 PHF .500 .955 .000 .000 .964 .000 .000 .000 .000 .000 .000 .817 .903 .000 .836 .732 .000 .375 .000 .759 .943 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 4MID FINAL
Site Code : 00000004
Start Date : 3/13/2010
Page No : 2

SAN JUAN GRADE RD

NORTHRIDGE WY

SAN JUAN GRADE RD
Right
4 Thru
401
Left
0 Peds
0 InOut Total
346 405 751
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
65 Thru
343
Right
0 Peds
0 Out TotalIn
483 408 891
Left
3 Thru
0 Right
82 Peds
0 TotalOut In
69 85 154
Peak Hour Begins at 11:45 AM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 4PM FINAL
Site Code : 00000004
Start Date : 2/25/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

NORTHRIDGE WY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 1 106 0 0 107 0 0 0 0 0 0 104 24 0 128 29 0 1 0 30 265 04:15 PM 0 88 0 0 88 0 0 0 0 0 0 84 32 0 116 18 0 1 0 19 223 04:30 PM 1 92 0 0 93 0 0 0 0 0 0 69 17 0 86 23 0 0 0 23 202 04:45 PM 0 119 0 0 119 0 0 0 0 0 0 99 10 0 109 24 0 0 0 24 252 Total 2 405 0 0 407 0 0 0 0 0 0 356 83 0 439 94 0 2 0 96 942 05:00 PM 2 109 0 0 111 0 0 0 0 0 0 106 34 0 140 16 0 0 0 16 267 05:15 PM 0 99 0 0 99 0 0 0 0 0 0 124 18 0 142 17 0 0 0 17 258 05:30 PM 2 112 0 0 114 0 0 0 0 0 0 109 33 0 142 31 0 3 0 34 290 05:45 PM 1 121 0 0 122 0 0 0 0 0 0 112 26 0 138 37 0 3 0 40 300 Total 5 441 0 0 446 0 0 0 0 0 0 451 111 0 562 101 0 6 0 107 1115 Grand Total 7 846 0 0 853 0 0 0 0 0 0 807 194 0 1001 195 0 8 0 203 2057 Apprch % 0.8 99.2 0 0 0 0 0 0 0 80.6 19.4 0 96.1 0 3.9 0 Total % 0.3 41.1 0 0 41.5 0 0 0 0 0 0 39.2 9.4 0 48.7 9.5 0 0.4 0 9.9

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

NORTHRIDGE WY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 2 109 0 0 111 0 0 0 0 0 0 106 34 0 140 16 0 0 0 16 267 05:15 PM 0 99 0 0 99 0 0 0 0 0 0 124 18 0 142 17 0 0 0 17 258 05:30 PM 2 112 0 0 114 0 0 0 0 0 0 109 33 0 142 31 0 3 0 34 290 05:45 PM 1 121 0 0 122 0 0 0 0 0 0 112 26 0 138 37 0 3 0 40 300 Total Volume 5 441 0 0 446 0 0 0 0 0 0 451 111 0 562 101 0 6 0 107 1115 % App. Total 1.1 98.9 0 0 0 0 0 0 0 80.2 19.8 0 94.4 0 5.6 0 PHF .625 .911 .000 .000 .914 .000 .000 .000 .000 .000 .000 .909 .816 .000 .989 .682 .000 .500 .000 .669 .929 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 4PM FINAL
Site Code : 00000004
Start Date : 2/25/2010
Page No : 2

SAN JUAN GRADE RD

NORTHRIDGE WY

SAN JUAN GRADE RD
Right
5 Thru
441
Left
0 Peds
0 InOut Total
457 446 903
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
111
Thru
451
Right
0 Peds
0 Out TotalIn
542 562 1104
Left
6 Thru
0 Right
101
Peds
0 TotalOut In
116 107 223
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 5MID FINAL
Site Code : 00000005
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

MOBILE HOME DRIVEWAY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 0 101 0 0 101 0 0 0 0 0 0 96 0 0 96 1 0 0 0 1 198 11:15 AM 0 102 0 0 102 0 0 0 0 0 0 92 2 0 94 0 0 1 0 1 197 11:30 AM 0 93 0 0 93 0 0 0 0 0 0 94 1 0 95 1 0 0 0 1 189 11:45 AM 0 115 0 0 115 0 0 0 0 0 0 119 0 0 119 0 0 0 0 0 234 Total 0 411 0 0 411 0 0 0 0 0 0 401 3 0 404 2 0 1 0 3 818 12:00 PM 0 105 0 0 105 0 0 0 0 0 0 111 0 0 111 0 0 0 0 0 216 12:15 PM 0 123 0 0 123 0 0 0 0 0 0 93 0 0 93 0 0 0 0 0 216 12:30 PM 0 136 0 0 136 0 0 0 0 0 0 91 1 0 92 0 0 0 0 0 228 12:45 PM 0 121 0 0 121 0 0 0 0 0 0 98 0 0 98 0 0 0 0 0 219 Total 0 485 0 0 485 0 0 0 0 0 0 393 1 0 394 0 0 0 0 0 879 Grand Total 0 896 0 0 896 0 0 0 0 0 0 794 4 0 798 2 0 1 0 3 1697 Apprch % 0 100 0 0 0 0 0 0 0 99.5 0.5 0 66.7 0 33.3 0
Total % 0 52.8 0 0 52.8 0 0 0 0 0 0 46.8 0.2 0 47 0.1 0 0.1 0 0.2

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

MOBILE HOME DRIVEWAY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM
11:45 AM 0 115 0 0 115 0 0 0 0 0 0 119 0 0 119 0 0 0 0 0 234 12:00 PM 0 105 0 0 105 0 0 0 0 0 0 111 0 0 111 0 0 0 0 0 216 12:15 PM 0 123 0 0 123 0 0 0 0 0 0 93 0 0 93 0 0 0 0 0 216 12:30 PM 0 136 0 0 136 0 0 0 0 0 0 91 1 0 92 0 0 0 0 0 228 Total Volume 0 479 0 0 479 0 0 0 0 0 0 414 1 0 415 0 0 0 0 0 894 % App. Total 0 100 0 0 0 0 0 0 0 99.8 0.2 0 0 0 0 0
PHF .000 .881 .000 .000 .881 .000 .000 .000 .000 .000 .000 .870 .250 .000 .872 .000 .000 .000 .000 .000 .955 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 5MID FINAL
Site Code : 00000005
Start Date : 3/13/2010
Page No : 2

SAN JUAN GRADE RD

MOBILE HOME DRIVEWAY

SAN JUAN GRADE RD
Right
0 Thru
479
Left
0 Peds
0 InOut Total
414 479 893
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
1 Thru
414
Right
0 Peds
0 Out TotalIn
479 415 894
Left
0 Thru
0 Right
0 Peds
0 TotalOut In
1 0 1
Peak Hour Begins at 11:45 AM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 5PM FINAL
Site Code : 00000005
Start Date : 2/25/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

MOBILE HOME DRIVEWAY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 131 0 0 131 0 0 0 0 0 0 121 0 0 121 0 0 0 0 0 252 04:15 PM 0 108 0 0 108 0 0 0 0 0 0 117 0 0 117 0 0 0 0 0 225 04:30 PM 0 117 0 0 117 0 0 0 0 0 0 91 0 0 91 0 0 3 0 3 211 04:45 PM 0 145 0 0 145 0 0 0 0 0 0 105 3 0 108 0 0 0 0 0 253 Total 0 501 0 0 501 0 0 0 0 0 0 434 3 0 437 0 0 3 0 3 941 05:00 PM 0 126 0 0 126 0 0 0 0 0 0 141 2 0 143 1 0 0 0 1 270 05:15 PM 0 117 0 0 117 0 0 0 0 0 0 133 2 0 135 0 0 0 0 0 252 05:30 PM 0 137 0 0 137 1 0 0 0 1 0 137 0 0 137 2 0 0 0 2 277 05:45 PM 0 161 0 0 161 0 0 0 0 0 0 141 2 0 143 1 0 0 0 1 305 Total 0 541 0 0 541 1 0 0 0 1 0 552 6 0 558 4 0 0 0 4 1104 Grand Total 0 1042 0 0 1042 1 0 0 0 1 0 986 9 0 995 4 0 3 0 7 2045 Apprch % 0 100 0 0 100 0 0 0 0 99.1 0.9 0 57.1 0 42.9 0 Total % 0 51 0 0 51 0 0 0 0 0 0 48.2 0.4 0 48.7 0.2 0 0.1 0 0.3

SAN JUAN GRADE RD
Southbound Westbound

SAN JUAN GRADE RD
Northbound

MOBILE HOME DRIVEWAY
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 126 0 0 126 0 0 0 0 0 0 141 2 0 143 1 0 0 0 1 270 05:15 PM 0 117 0 0 117 0 0 0 0 0 0 133 2 0 135 0 0 0 0 0 252 05:30 PM 0 137 0 0 137 1 0 0 0 1 0 137 0 0 137 2 0 0 0 2 277 05:45 PM 0 161 0 0 161 0 0 0 0 0 0 141 2 0 143 1 0 0 0 1 305 Total Volume 0 541 0 0 541 1 0 0 0 1 0 552 6 0 558 4 0 0 0 4 1104 % App. Total 0 100 0 0 100 0 0 0 0 98.9 1.1 0 100 0 0 0 PHF .000 .840 .000 .000 .840 .250 .000 .000 .000 .250 .000 .979 .750 .000 .976 .500 .000 .000 .000 .500 .905 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 5PM FINAL
Site Code : 00000005
Start Date : 2/25/2010
Page No : 2

SAN JUAN GRADE RD

MOBILE HOME DRIVEWAY

SAN JUAN GRADE RD
Right
0 Thru
541
Left
0 Peds
0 InOut Total
553 541 1094
Right
1 Thru
0 Left
0 Peds
0 OutTotal In
0 1 1
Left
6 Thru
552
Right
0 Peds
0 Out TotalIn
545 558 1103
Left
0 Thru
0 Right
4 Peds
0 TotalOut In
6 4 10
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 6MID FINAL
Site Code : 00000006
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles
US-101 SB RAMPS
Southbound

BORONDA RD
Westbound Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 37 1 152 0 190 135 181 0 0 316 0 0 0 0 0 26 153 0 0 179 685 11:15 AM 44 0 155 0 199 132 214 0 0 346 0 0 0 0 0 30 158 0 0 188 733 11:30 AM 61 2 165 0 228 116 199 0 0 315 0 0 0 0 0 30 198 0 0 228 771 11:45 AM 48 0 155 0 203 129 237 0 0 366 0 0 0 0 0 31 205 0 0 236 805 Total 190 3 627 0 820 512 831 0 0 1343 0 0 0 0 0 117 714 0 0 831 2994 12:00 PM 48 1 175 0 224 145 197 0 0 342 0 0 0 0 0 54 224 0 0 278 844 12:15 PM 40 0 181 0 221 121 222 0 0 343 0 0 0 0 0 36 220 0 0 256 820 12:30 PM 54 1 182 0 237 120 220 0 0 340 0 0 0 0 0 30 222 0 0 252 829 12:45 PM 42 0 196 0 238 113 230 0 0 343 0 0 0 0 0 30 215 0 0 245 826 Total 184 2 734 0 920 499 869 0 0 1368 0 0 0 0 0 150 881 0 0 1031 3319 Grand Total 374 5 1361 0 1740 1011 1700 0 0 2711 0 0 0 0 0 267 1595 0 0 1862 6313 Apprch % 21.5 0.3 78.2 0 37.3 62.7 0 0 0 0 0 0 14.3 85.7 0 0 Total % 5.9 0.1 21.6 0 27.6 16 26.9 0 0 42.9 0 0 0 0 0 4.2 25.3 0 0 29.5 US-101 SB RAMPS
Southbound

BORONDA RD
Westbound Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 48 1 175 0 224 145 197 0 0 342 0 0 0 0 0 54 224 0 0 278 844 12:15 PM 40 0 181 0 221 121 222 0 0 343 0 0 0 0 0 36 220 0 0 256 820 12:30 PM 54 1 182 0 237 120 220 0 0 340 0 0 0 0 0 30 222 0 0 252 829 12:45 PM 42 0 196 0 238 113 230 0 0 343 0 0 0 0 0 30 215 0 0 245 826 Total Volume 184 2 734 0 920 499 869 0 0 1368 0 0 0 0 0 150 881 0 0 1031 3319 % App. Total 20 0.2 79.8 0 36.5 63.5 0 0 0 0 0 0 14.5 85.5 0 0 PHF .852 .500 .936 .000 .966 .860 .945 .000 .000 .997 .000 .000 .000 .000 .000 .694 .983 .000 .000 .927 .983 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 6MID FINAL
Site Code : 00000006
Start Date : 3/13/2010
Page No : 2
US-101 SB RAMPS

BORONDA RD

BORONDA RD
Right
184
Thru
2 Left
734
Peds
0 InOut Total
499 920 1419
Right
499
Thru
869
Left
0 Peds
0 OutTotal In
1615 1368 2983
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
152 0 152
Left
0 Thru
881
Right
150
Peds
0 TotalOut In
1053 1031 2084
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 6PM FINAL
Site Code : 00000006
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles
US-101 SB RAMPS
Southbound

BORONDA RD
Westbound Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 27 6 183 0 216 138 148 0 0 286 0 0 0 0 0 25 154 0 0 179 681 04:15 PM 33 4 200 0 237 159 173 0 0 332 0 0 0 0 0 28 196 0 0 224 793 04:30 PM 43 2 188 0 233 155 150 0 0 305 0 0 0 0 0 39 186 0 0 225 763 04:45 PM 46 1 227 0 274 160 176 0 0 336 0 0 0 0 0 42 194 0 0 236 846 Total 149 13 798 0 960 612 647 0 0 1259 0 0 0 0 0 134 730 0 0 864 3083 05:00 PM 28 3 243 0 274 158 140 0 0 298 0 0 0 0 0 53 194 0 0 247 819 05:15 PM 33 1 247 0 281 175 153 0 0 328 0 0 0 0 0 56 196 0 0 252 861 05:30 PM 46 0 252 0 298 162 144 0 0 306 0 0 0 0 0 29 193 0 0 222 826 05:45 PM 39 1 223 0 263 159 156 0 0 315 0 0 0 0 0 26 198 0 0 224 802 Total 146 5 965 0 1116 654 593 0 0 1247 0 0 0 0 0 164 781 0 0 945 3308 Grand Total 295 18 1763 0 2076 1266 1240 0 0 2506 0 0 0 0 0 298 1511 0 0 1809 6391 Apprch % 14.2 0.9 84.9 0 50.5 49.5 0 0 0 0 0 0 16.5 83.5 0 0 Total % 4.6 0.3 27.6 0 32.5 19.8 19.4 0 0 39.2 0 0 0 0 0 4.7 23.6 0 0 28.3 US-101 SB RAMPS
Southbound

BORONDA RD
Westbound Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 46 1 227 0 274 160 176 0 0 336 0 0 0 0 0 42 194 0 0 236 846 05:00 PM 28 3 243 0 274 158 140 0 0 298 0 0 0 0 0 53 194 0 0 247 819 05:15 PM 33 1 247 0 281 175 153 0 0 328 0 0 0 0 0 56 196 0 0 252 861 05:30 PM 46 0 252 0 298 162 144 0 0 306 0 0 0 0 0 29 193 0 0 222 826 Total Volume 153 5 969 0 1127 655 613 0 0 1268 0 0 0 0 0 180 777 0 0 957 3352 % App. Total 13.6 0.4 86 0 51.7 48.3 0 0 0 0 0 0 18.8 81.2 0 0 PHF .832 .417 .961 .000 .945 .936 .871 .000 .000 .943 .000 .000 .000 .000 .000 .804 .991 .000 .000 .949 .973 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 6PM FINAL
Site Code : 00000006
Start Date : 2/18/2010
Page No : 2
US-101 SB RAMPS

BORONDA RD

BORONDA RD
Right
153
Thru
5 Left
969
Peds
0 InOut Total
655 1127 1782
Right
655
Thru
613
Left
0 Peds
0 OutTotal In
1746 1268 3014
Left
0 Thru
0 Right
0 Peds
0 Out TotalIn
185 0 185
Left
0 Thru
777
Right
180
Peds
0 TotalOut In
766 957 1723
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 7MID FINAL
Site Code : 00000007
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles
Southbound

BORONDA RD
Westbound
US-101 NB RAMPS
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 0 0 0 0 0 109 274 0 0 383 125 0 33 0 158 24 278 0 0 302 843 11:15 AM 0 0 0 0 0 103 304 0 0 407 151 0 34 0 185 28 264 0 0 292 884 11:30 AM 0 0 0 0 0 93 256 0 0 349 130 0 33 0 163 35 325 0 0 360 872 11:45 AM 0 0 0 0 0 90 304 0 0 394 178 0 38 0 216 36 304 0 0 340 950 Total 0 0 0 0 0 395 1138 0 0 1533 584 0 138 0 722 123 1171 0 0 1294 3549 12:00 PM 0 0 0 0 0 103 290 0 0 393 146 0 39 0 185 32 341 0 0 373 951 12:15 PM 0 0 0 0 0 105 274 0 0 379 166 0 35 0 201 37 353 0 0 390 970 12:30 PM 0 0 0 0 0 127 296 0 0 423 150 0 33 0 183 47 334 0 0 381 987 12:45 PM 0 0 0 0 0 134 298 0 0 432 168 0 50 0 218 19 354 0 0 373 1023 Total 0 0 0 0 0 469 1158 0 0 1627 630 0 157 0 787 135 1382 0 0 1517 3931 Grand Total 0 0 0 0 0 864 2296 0 0 3160 1214 0 295 0 1509 258 2553 0 0 2811 7480 Apprch % 0 0 0 0 27.3 72.7 0 0 80.5 0 19.5 0 9.2 90.8 0 0 Total % 0 0 0 0 0 11.6 30.7 0 0 42.2 16.2 0 3.9 0 20.2 3.4 34.1 0 0 37.6 Southbound

BORONDA RD
Westbound
US-101 NB RAMPS
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 0 0 0 0 0 103 290 0 0 393 146 0 39 0 185 32 341 0 0 373 951 12:15 PM 0 0 0 0 0 105 274 0 0 379 166 0 35 0 201 37 353 0 0 390 970 12:30 PM 0 0 0 0 0 127 296 0 0 423 150 0 33 0 183 47 334 0 0 381 987 12:45 PM 0 0 0 0 0 134 298 0 0 432 168 0 50 0 218 19 354 0 0 373 1023 Total Volume 0 0 0 0 0 469 1158 0 0 1627 630 0 157 0 787 135 1382 0 0 1517 3931 % App. Total
PHF .000 .000 .000 .000 .000 .875 .971 .000 .000 .942 .938 .000 .785 .000 .903 .718 .976 .000 .000 .972 .961 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 7MID FINAL
Site Code : 00000007
Start Date : 3/13/2010
Page No : 2

BORONDA RD

BORONDA RD
US-101 NB RAMPS
Right
0 Thru
0 Left
0 Peds
0 InOut Total
469 0 469
Right
469
Thru
1158
Left
0 Peds
0 OutTotal In
2012 1627 3639
Left
157
Thru
0 Right
630
Peds
0 Out TotalIn
135 787 922
Left
0 Thru
1382
Right
135
Peds
0 TotalOut In
1315 1517 2832
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 7PM FINAL
Site Code : 00000007
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles
Southbound

BORONDA RD
Westbound
US-101 NB RAMPS
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 127 186 0 0 313 182 4 55 0 241 56 246 0 0 302 856 04:15 PM 0 0 0 0 0 154 234 0 0 388 157 6 87 0 250 72 315 0 0 387 1025 04:30 PM 0 0 0 0 0 160 235 0 0 395 173 1 74 0 248 68 297 0 0 365 1008 04:45 PM 0 0 0 0 0 160 240 0 0 400 181 0 93 0 274 53 386 0 0 439 1113 Total 0 0 0 0 0 601 895 0 0 1496 693 11 309 0 1013 249 1244 0 0 1493 4002 05:00 PM 0 0 0 0 0 144 228 0 0 372 217 0 46 0 263 74 339 0 0 413 1048 05:15 PM 0 0 0 0 0 209 210 0 0 419 211 0 61 0 272 51 350 0 0 401 1092 05:30 PM 0 0 0 0 0 195 233 0 0 428 206 1 55 0 262 66 374 0 0 440 1130 05:45 PM 0 0 0 0 0 169 250 0 0 419 181 0 49 0 230 56 343 0 0 399 1048 Total 0 0 0 0 0 717 921 0 0 1638 815 1 211 0 1027 247 1406 0 0 1653 4318 Grand Total 0 0 0 0 0 1318 1816 0 0 3134 1508 12 520 0 2040 496 2650 0 0 3146 8320 Apprch % 0 0 0 0 42.1 57.9 0 0 73.9 0.6 25.5 0 15.8 84.2 0 0 Total % 0 0 0 0 0 15.8 21.8 0 0 37.7 18.1 0.1 6.2 0 24.5 6 31.9 0 0 37.8 Southbound

BORONDA RD
Westbound
US-101 NB RAMPS
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 0 0 0 0 160 240 0 0 400 181 0 93 0 274 53 386 0 0 439 1113 05:00 PM 0 0 0 0 0 144 228 0 0 372 217 0 46 0 263 74 339 0 0 413 1048 05:15 PM 0 0 0 0 0 209 210 0 0 419 211 0 61 0 272 51 350 0 0 401 1092 05:30 PM 0 0 0 0 0 195 233 0 0 428 206 1 55 0 262 66 374 0 0 440 1130 Total Volume 0 0 0 0 0 708 911 0 0 1619 815 1 255 0 1071 244 1449 0 0 1693 4383 % App. Total
PHF .000 .000 .000 .000 .000 .847 .949 .000 .000 .946 .939 .250 .685 .000 .977 .824 .938 .000 .000 .962 .970 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 7PM FINAL
Site Code : 00000007
Start Date : 2/18/2010
Page No : 2

BORONDA RD

BORONDA RD
US-101 NB RAMPS
Right
0 Thru
0 Left
0 Peds
0 InOut Total
709 0 709
Right
708
Thru
911
Left
0 Peds
0 OutTotal In
2264 1619 3883
Left
255
Thru
1 Right
815
Peds
0 Out TotalIn
244 1071 1315
Left
0 Thru
1449
Right
244
Peds
0 TotalOut In
1166 1693 2859
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 8MID FINAL
Site Code : 00000008
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

MAIN ST
Southbound

BORONDA RD
Westbound

MAIN ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 64 63 34 0 161 32 151 31 0 214 12 58 159 0 229 98 104 38 0 240 844 11:15 AM 91 68 22 0 181 23 143 23 0 189 9 51 171 0 231 83 108 61 0 252 853 11:30 AM 93 64 19 0 176 19 122 24 0 165 9 43 148 0 200 102 121 49 0 272 813 11:45 AM 90 68 25 0 183 28 146 29 0 203 9 72 187 0 268 109 123 66 0 298 952 Total 338 263 100 0 701 102 562 107 0 771 39 224 665 0 928 392 456 214 0 1062 3462 12:00 PM 73 59 27 0 159 22 150 21 0 193 10 60 197 0 267 100 112 86 0 298 917 12:15 PM 79 65 25 0 169 27 142 25 0 194 9 74 199 0 282 100 143 85 0 328 973 12:30 PM 76 81 24 0 181 26 156 33 0 215 14 61 207 0 282 107 142 77 0 326 1004 12:45 PM 80 66 17 0 163 18 133 26 0 177 21 56 204 0 281 106 143 62 0 311 932 Total 308 271 93 0 672 93 581 105 0 779 54 251 807 0 1112 413 540 310 0 1263 3826 Grand Total 646 534 193 0 1373 195 1143 212 0 1550 93 475 1472 0 2040 805 996 524 0 2325 7288 Apprch % 47.1 38.9 14.1 0 12.6 73.7 13.7 0 4.6 23.3 72.2 0 34.6 42.8 22.5 0 Total % 8.9 7.3 2.6 0 18.8 2.7 15.7 2.9 0 21.3 1.3 6.5 20.2 0 28 11 13.7 7.2 0 31.9

MAIN ST
Southbound

BORONDA RD
Westbound

MAIN ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM
11:45 AM 90 68 25 0 183 28 146 29 0 203 9 72 187 0 268 109 123 66 0 298 952 12:00 PM 73 59 27 0 159 22 150 21 0 193 10 60 197 0 267 100 112 86 0 298 917 12:15 PM 79 65 25 0 169 27 142 25 0 194 9 74 199 0 282 100 143 85 0 328 973 12:30 PM 76 81 24 0 181 26 156 33 0 215 14 61 207 0 282 107 142 77 0 326 1004 Total Volume 318 273 101 0 692 103 594 108 0 805 42 267 790 0 1099 416 520 314 0 1250 3846 % App. Total 46 39.5 14.6 0 12.8 73.8 13.4 0 3.8 24.3 71.9 0 33.3 41.6 25.1 0 PHF .883 .843 .935 .000 .945 .920 .952 .818 .000 .936 .750 .902 .954 .000 .974 .954 .909 .913 .000 .953 .958 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 8MID FINAL
Site Code : 00000008
Start Date : 3/13/2010
Page No : 2

MAIN ST

BORONDA RD

MAIN ST
Right
318
Thru
273
Left
101
Peds
0 InOut Total
684 692 1376
Right
103
Thru
594
Left
108
Peds
0 OutTotal In
663 805 1468
Left
790
Thru
267
Right
42 Peds
0 Out TotalIn
797 1099 1896
Left
314
Thru
520
Right
416
Peds
0 TotalOut In
1702 1250 2952
Peak Hour Begins at 11:45 AM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 8PM FINAL
Site Code : 00000008
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles

MAIN ST
Southbound

BORONDA RD
Westbound

MAIN ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 75 48 28 0 151 22 143 6 0 171 11 51 163 0 225 82 153 84 0 319 866 04:15 PM 79 46 14 0 139 30 147 22 0 199 8 65 165 0 238 87 160 90 0 337 913 04:30 PM 81 68 17 0 166 16 134 12 0 162 11 73 176 0 260 97 145 87 0 329 917 04:45 PM 65 57 16 0 138 20 152 13 0 185 9 62 164 0 235 84 179 96 0 359 917 Total 300 219 75 0 594 88 576 53 0 717 39 251 668 0 958 350 637 357 0 1344 3613 05:00 PM 85 67 32 0 184 21 129 16 0 166 16 54 169 0 239 113 177 111 0 401 990 05:15 PM 96 61 36 0 193 22 167 14 0 203 12 62 161 0 235 133 192 107 0 432 1063 05:30 PM 92 47 30 0 169 25 122 10 0 157 10 63 192 0 265 118 175 101 0 394 985 05:45 PM 84 40 21 0 145 28 143 13 0 184 6 53 161 0 220 104 180 125 0 409 958 Total 357 215 119 0 691 96 561 53 0 710 44 232 683 0 959 468 724 444 0 1636 3996 Grand Total 657 434 194 0 1285 184 1137 106 0 1427 83 483 1351 0 1917 818 1361 801 0 2980 7609 Apprch % 51.1 33.8 15.1 0 12.9 79.7 7.4 0 4.3 25.2 70.5 0 27.4 45.7 26.9 0 Total % 8.6 5.7 2.5 0 16.9 2.4 14.9 1.4 0 18.8 1.1 6.3 17.8 0 25.2 10.8 17.9 10.5 0 39.2

MAIN ST
Southbound

BORONDA RD
Westbound

MAIN ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 85 67 32 0 184 21 129 16 0 166 16 54 169 0 239 113 177 111 0 401 990 05:15 PM 96 61 36 0 193 22 167 14 0 203 12 62 161 0 235 133 192 107 0 432 1063 05:30 PM 92 47 30 0 169 25 122 10 0 157 10 63 192 0 265 118 175 101 0 394 985 05:45 PM 84 40 21 0 145 28 143 13 0 184 6 53 161 0 220 104 180 125 0 409 958 Total Volume 357 215 119 0 691 96 561 53 0 710 44 232 683 0 959 468 724 444 0 1636 3996 % App. Total 51.7 31.1 17.2 0 13.5 79 7.5 0 4.6 24.2 71.2 0 28.6 44.3 27.1 0 PHF .930 .802 .826 .000 .895 .857 .840 .828 .000 .874 .688 .921 .889 .000 .905 .880 .943 .888 .000 .947 .940 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 8PM FINAL
Site Code : 00000008
Start Date : 2/18/2010
Page No : 2

MAIN ST

BORONDA RD

MAIN ST
Right
357
Thru
215
Left
119
Peds
0 InOut Total
772 691 1463
Right
96 Thru
561
Left
53 Peds
0 OutTotal In
887 710 1597
Left
683
Thru
232
Right
44 Peds
0 Out TotalIn
736 959 1695
Left
444
Thru
724
Right
468
Peds
0 TotalOut In
1601 1636 3237
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 9MID FINAL
Site Code : 00000009
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound

BORONDA RD
Westbound

SAN JUAN GRADE RD
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 33 40 40 0 113 25 152 38 0 215 20 49 35 0 104 10 107 27 0 144 576 11:15 AM 27 43 29 0 99 38 152 58 0 248 20 37 30 0 87 14 135 17 0 166 600 11:30 AM 24 44 24 0 92 40 135 35 0 210 14 50 30 0 94 11 128 11 0 150 546 11:45 AM 21 51 33 0 105 28 172 43 0 243 25 63 29 0 117 17 132 17 0 166 631 Total 105 178 126 0 409 131 611 174 0 916 79 199 124 0 402 52 502 72 0 626 2353 12:00 PM 30 41 37 0 108 29 161 45 0 235 23 59 36 0 118 16 142 21 0 179 640 12:15 PM 29 46 44 0 119 33 155 60 0 248 21 42 33 0 96 13 161 10 0 184 647 12:30 PM 37 56 51 0 144 33 150 40 0 223 14 40 27 0 81 21 155 13 0 189 637 12:45 PM 17 58 37 0 112 35 173 53 0 261 18 64 25 0 107 21 168 20 0 209 689 Total 113 201 169 0 483 130 639 198 0 967 76 205 121 0 402 71 626 64 0 761 2613 Grand Total 218 379 295 0 892 261 1250 372 0 1883 155 404 245 0 804 123 1128 136 0 1387 4966 Apprch % 24.4 42.5 33.1 0 13.9 66.4 19.8 0 19.3 50.2 30.5 0 8.9 81.3 9.8 0 Total % 4.4 7.6 5.9 0 18 5.3 25.2 7.5 0 37.9 3.1 8.1 4.9 0 16.2 2.5 22.7 2.7 0 27.9

SAN JUAN GRADE RD
Southbound

BORONDA RD
Westbound

SAN JUAN GRADE RD
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 30 41 37 0 108 29 161 45 0 235 23 59 36 0 118 16 142 21 0 179 640 12:15 PM 29 46 44 0 119 33 155 60 0 248 21 42 33 0 96 13 161 10 0 184 647 12:30 PM 37 56 51 0 144 33 150 40 0 223 14 40 27 0 81 21 155 13 0 189 637 12:45 PM 17 58 37 0 112 35 173 53 0 261 18 64 25 0 107 21 168 20 0 209 689 Total Volume 113 201 169 0 483 130 639 198 0 967 76 205 121 0 402 71 626 64 0 761 2613 % App. Total 23.4 41.6 35 0 13.4 66.1 20.5 0 18.9 51 30.1 0 9.3 82.3 8.4 0 PHF .764 .866 .828 .000 .839 .929 .923 .825 .000 .926 .826 .801 .840 .000 .852 .845 .932 .762 .000 .910 .948 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 9MID FINAL
Site Code : 00000009
Start Date : 3/13/2010
Page No : 2

SAN JUAN GRADE RD

BORONDA RD

SAN JUAN GRADE RD
Right
113
Thru
201
Left
169
Peds
0 InOut Total
399 483 882
Right
130
Thru
639
Left
198
Peds
0 OutTotal In
871 967 1838
Left
121
Thru
205
Right
76 Peds
0 Out TotalIn
470 402 872
Left
64 Thru
626
Right
71 Peds
0 TotalOut In
873 761 1634
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 9PM FINAL
Site Code : 00000009
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles

SAN JUAN GRADE RD
Southbound

BORONDA RD
Westbound

SAN JUAN GRADE RD
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 31 27 42 0 100 32 139 40 0 211 16 45 22 0 83 18 165 33 0 216 610 04:15 PM 43 46 48 0 137 41 133 27 0 201 20 57 27 0 104 14 148 30 0 192 634 04:30 PM 39 57 54 0 150 40 127 41 0 208 18 44 19 0 81 17 154 12 0 183 622 04:45 PM 25 36 41 0 102 50 133 43 0 226 19 73 37 0 129 19 178 23 0 220 677 Total 138 166 185 0 489 163 532 151 0 846 73 219 105 0 397 68 645 98 0 811 2543 05:00 PM 31 33 57 0 121 43 139 38 0 220 18 57 22 0 97 12 197 26 0 235 673 05:15 PM 35 44 37 0 116 42 134 41 0 217 17 64 23 0 104 18 226 15 0 259 696 05:30 PM 35 55 48 0 138 59 127 31 0 217 20 54 23 0 97 15 205 23 0 243 695 05:45 PM 31 39 38 0 108 43 130 41 0 214 25 44 23 0 92 12 196 38 0 246 660 Total 132 171 180 0 483 187 530 151 0 868 80 219 91 0 390 57 824 102 0 983 2724 Grand Total 270 337 365 0 972 350 1062 302 0 1714 153 438 196 0 787 125 1469 200 0 1794 5267 Apprch % 27.8 34.7 37.6 0 20.4 62 17.6 0 19.4 55.7 24.9 0 7 81.9 11.1 0 Total % 5.1 6.4 6.9 0 18.5 6.6 20.2 5.7 0 32.5 2.9 8.3 3.7 0 14.9 2.4 27.9 3.8 0 34.1

SAN JUAN GRADE RD
Southbound

BORONDA RD
Westbound

SAN JUAN GRADE RD
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 25 36 41 0 102 50 133 43 0 226 19 73 37 0 129 19 178 23 0 220 677 05:00 PM 31 33 57 0 121 43 139 38 0 220 18 57 22 0 97 12 197 26 0 235 673 05:15 PM 35 44 37 0 116 42 134 41 0 217 17 64 23 0 104 18 226 15 0 259 696 05:30 PM 35 55 48 0 138 59 127 31 0 217 20 54 23 0 97 15 205 23 0 243 695 Total Volume 126 168 183 0 477 194 533 153 0 880 74 248 105 0 427 64 806 87 0 957 2741 % App. Total 26.4 35.2 38.4 0 22 60.6 17.4 0 17.3 58.1 24.6 0 6.7 84.2 9.1 0 PHF .900 .764 .803 .000 .864 .822 .959 .890 .000 .973 .925 .849 .709 .000 .828 .842 .892 .837 .000 .924 .985 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 9PM FINAL
Site Code : 00000009
Start Date : 2/18/2010
Page No : 2

SAN JUAN GRADE RD

BORONDA RD

SAN JUAN GRADE RD
Right
126
Thru
168
Left
183
Peds
0 InOut Total
529 477 1006
Right
194
Thru
533
Left
153
Peds
0 OutTotal In
1063 880 1943
Left
105
Thru
248
Right
74 Peds
0 Out TotalIn
385 427 812
Left
87 Thru
806
Right
64 Peds
0 TotalOut In
764 957 1721
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 10MID FINAL
Site Code : 00000010
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles
Southbound

BORONDA RD
Westbound

HOME DEPOT DRIVEWAY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 0 0 0 0 0 0 217 0 0 217 0 0 0 0 0 1 161 0 0 162 379 11:15 AM 0 0 0 0 0 0 234 1 0 235 0 0 2 0 2 0 201 1 0 202 439 11:30 AM 0 0 0 0 0 0 231 0 0 231 0 0 0 0 0 0 188 2 0 190 421 11:45 AM 0 0 0 0 0 0 249 1 0 250 0 0 1 0 1 0 183 2 0 185 436 Total 0 0 0 0 0 0 931 2 0 933 0 0 3 0 3 1 733 5 0 739 1675 12:00 PM 0 0 0 0 0 0 231 0 0 231 0 0 0 0 0 2 211 1 0 214 445 12:15 PM 0 0 0 0 0 0 236 0 0 236 0 0 0 0 0 0 215 0 0 215 451 12:30 PM 0 0 0 0 0 0 235 1 0 236 0 0 1 0 1 0 230 1 0 231 468 12:45 PM 0 0 0 0 0 0 249 0 0 249 0 0 0 0 0 1 231 2 0 234 483 Total 0 0 0 0 0 0 951 1 0 952 0 0 1 0 1 3 887 4 0 894 1847 Grand Total 0 0 0 0 0 0 1882 3 0 1885 0 0 4 0 4 4 1620 9 0 1633 3522 Apprch % 0 0 0 0 0 99.8 0.2 0 0 0 100 0 0.2 99.2 0.6 0
Total % 0 0 0 0 0 0 53.4 0.1 0 53.5 0 0 0.1 0 0.1 0.1 46 0.3 0 46.4 Southbound

BORONDA RD
Westbound

HOME DEPOT DRIVEWAY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 0 0 0 0 0 0 231 0 0 231 0 0 0 0 0 2 211 1 0 214 445 12:15 PM 0 0 0 0 0 0 236 0 0 236 0 0 0 0 0 0 215 0 0 215 451 12:30 PM 0 0 0 0 0 0 235 1 0 236 0 0 1 0 1 0 230 1 0 231 468 12:45 PM 0 0 0 0 0 0 249 0 0 249 0 0 0 0 0 1 231 2 0 234 483 Total Volume 0 0 0 0 0 0 951 1 0 952 0 0 1 0 1 3 887 4 0 894 1847 % App. Total 0 0 0 0 0 99.9 0.1 0 0 0 100 0 0.3 99.2 0.4 0 PHF .000 .000 .000 .000 .000 .000 .955 .250 .000 .956 .000 .000 .250 .000 .250 .375 .960 .500 .000 .955 .956 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 10MID FINAL
Site Code : 00000010
Start Date : 3/13/2010
Page No : 2

BORONDA RD

HOME DEPOT DRIVEWAY
Right
0 Thru
0 Left
0 Peds
0 InOut Total
4 0 4
Right
0 Thru
951
Left
1 Peds
0 OutTotal In
887 952 1839
Left
1 Thru
0 Right
0 Peds
0 Out TotalIn
4 1 5
Left
4 Thru
887
Right
3 Peds
0 TotalOut In
952 894 1846
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 10PM FINAL
Site Code : 00000010
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles
Southbound

BORONDA RD
Westbound

HOME DEPOT DRIVEWAY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 173 1 0 174 1 0 1 0 2 0 191 0 0 191 367 04:15 PM 0 0 0 0 0 0 216 0 0 216 0 0 0 0 0 0 242 0 0 242 458 04:30 PM 0 0 0 0 0 0 218 1 0 219 0 0 1 0 1 0 225 0 0 225 445 04:45 PM 0 0 0 0 0 0 236 0 0 236 0 0 4 0 4 2 261 0 0 263 503 Total 0 0 0 0 0 0 843 2 0 845 1 0 6 0 7 2 919 0 0 921 1773 05:00 PM 0 0 0 0 0 0 248 1 0 249 0 0 1 0 1 0 286 0 0 286 536 05:15 PM 0 0 0 0 0 0 196 0 0 196 1 0 2 0 3 2 285 0 0 287 486 05:30 PM 0 0 0 0 0 0 216 0 0 216 0 0 0 0 0 0 237 0 0 237 453 05:45 PM 0 0 0 0 0 0 200 0 0 200 0 0 1 0 1 3 226 0 0 229 430 Total 0 0 0 0 0 0 860 1 0 861 1 0 4 0 5 5 1034 0 0 1039 1905 Grand Total 0 0 0 0 0 0 1703 3 0 1706 2 0 10 0 12 7 1953 0 0 1960 3678 Apprch % 0 0 0 0 0 99.8 0.2 0 16.7 0 83.3 0 0.4 99.6 0 0 Total % 0 0 0 0 0 0 46.3 0.1 0 46.4 0.1 0 0.3 0 0.3 0.2 53.1 0 0 53.3 Southbound

BORONDA RD
Westbound

HOME DEPOT DRIVEWAY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 0 0 0 0 0 236 0 0 236 0 0 4 0 4 2 261 0 0 263 503 05:00 PM 0 0 0 0 0 0 248 1 0 249 0 0 1 0 1 0 286 0 0 286 536 05:15 PM 0 0 0 0 0 0 196 0 0 196 1 0 2 0 3 2 285 0 0 287 486 05:30 PM 0 0 0 0 0 0 216 0 0 216 0 0 0 0 0 0 237 0 0 237 453 Total Volume 0 0 0 0 0 0 896 1 0 897 1 0 7 0 8 4 1069 0 0 1073 1978 % App. Total
PHF .000 .000 .000 .000 .000 .000 .903 .250 .000 .901 .250 .000 .438 .000 .500 .500 .934 .000 .000 .935 .923 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 10PM FINAL
Site Code : 00000010
Start Date : 2/18/2010
Page No : 2

BORONDA RD

HOME DEPOT DRIVEWAY
Right
0 Thru
0 Left
0 Peds
0 InOut Total
0 0 0
Right
0 Thru
896
Left
1 Peds
0 OutTotal In
1070 897 1967
Left
7 Thru
0 Right
1 Peds
0 Out TotalIn
5 8 13
Left
0 Thru
1069
Right
4 Peds
0 TotalOut In
903 1073 1976
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 11MID FINAL
Site Code : 00000011
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles
Southbound

BORONDA RD
Westbound

DARTMOUTH WY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 0 0 0 0 0 0 213 3 0 216 0 0 3 0 3 4 151 0 0 155 374 11:15 AM 0 0 0 0 0 0 236 3 0 239 2 0 4 0 6 2 196 0 0 198 443 11:30 AM 0 0 0 0 0 0 231 4 0 235 1 0 5 0 6 6 191 0 0 197 438 11:45 AM 0 0 0 0 0 0 253 3 0 256 0 0 2 0 2 1 187 0 0 188 446 Total 0 0 0 0 0 0 933 13 0 946 3 0 14 0 17 13 725 0 0 738 1701 12:00 PM 0 0 0 0 0 0 226 4 0 230 0 0 3 0 3 2 196 0 0 198 431 12:15 PM 0 0 0 0 0 0 236 2 0 238 2 0 7 0 9 3 221 0 0 224 471 12:30 PM 0 0 0 0 0 0 241 2 0 243 0 0 3 0 3 2 229 0 0 231 477 12:45 PM 0 0 0 0 0 0 236 1 0 237 2 0 3 0 5 1 228 0 0 229 471 Total 0 0 0 0 0 0 939 9 0 948 4 0 16 0 20 8 874 0 0 882 1850 Grand Total 0 0 0 0 0 0 1872 22 0 1894 7 0 30 0 37 21 1599 0 0 1620 3551 Apprch % 0 0 0 0 0 98.8 1.2 0 18.9 0 81.1 0 1.3 98.7 0 0 Total % 0 0 0 0 0 0 52.7 0.6 0 53.3 0.2 0 0.8 0 1 0.6 45 0 0 45.6 Southbound

BORONDA RD
Westbound

DARTMOUTH WY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 0 0 0 0 0 0 226 4 0 230 0 0 3 0 3 2 196 0 0 198 431 12:15 PM 0 0 0 0 0 0 236 2 0 238 2 0 7 0 9 3 221 0 0 224 471 12:30 PM 0 0 0 0 0 0 241 2 0 243 0 0 3 0 3 2 229 0 0 231 477 12:45 PM 0 0 0 0 0 0 236 1 0 237 2 0 3 0 5 1 228 0 0 229 471 Total Volume 0 0 0 0 0 0 939 9 0 948 4 0 16 0 20 8 874 0 0 882 1850 % App. Total 0 0 0 0 0 99.1 0.9 0 20 0 80 0 0.9 99.1 0 0 PHF .000 .000 .000 .000 .000 .000 .974 .563 .000 .975 .500 .000 .571 .000 .556 .667 .954 .000 .000 .955 .970 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 11MID FINAL
Site Code : 00000011
Start Date : 3/13/2010
Page No : 2

BORONDA RD

DARTMOUTH WY
Right
0 Thru
0 Left
0 Peds
0 InOut Total
0 0 0
Right
0 Thru
939
Left
9 Peds
0 OutTotal In
878 948 1826
Left
16 Thru
0 Right
4 Peds
0 Out TotalIn
17 20 37
Left
0 Thru
874
Right
8 Peds
0 TotalOut In
955 882 1837
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 11PM FINAL
Site Code : 00000011
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles
Southbound

BORONDA RD
Westbound

DARTMOUUTH WY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 0 0 0 0 0 147 3 0 150 3 0 4 0 7 5 174 0 0 179 336 04:15 PM 0 0 0 0 0 0 211 3 0 214 3 0 2 0 5 3 235 0 0 238 457 04:30 PM 0 0 0 0 0 0 215 2 0 217 1 0 6 0 7 5 219 0 0 224 448 04:45 PM 0 0 0 0 0 0 242 12 0 254 2 0 13 0 15 9 284 0 0 293 562 Total 0 0 0 0 0 0 815 20 0 835 9 0 25 0 34 22 912 0 0 934 1803 05:00 PM 0 0 0 0 0 0 221 2 0 223 2 0 12 0 14 3 273 0 0 276 513 05:15 PM 0 0 0 0 0 0 195 10 0 205 3 0 9 0 12 2 277 0 0 279 496 05:30 PM 0 0 0 0 0 0 217 6 0 223 1 0 10 0 11 1 209 0 0 210 444 05:45 PM 0 0 0 0 0 0 199 2 0 201 1 0 12 0 13 11 222 0 0 233 447 Total 0 0 0 0 0 0 832 20 0 852 7 0 43 0 50 17 981 0 0 998 1900 Grand Total 0 0 0 0 0 0 1647 40 0 1687 16 0 68 0 84 39 1893 0 0 1932 3703 Apprch % 0 0 0 0 0 97.6 2.4 0 19 0 81 0 2 98 0 0
Total % 0 0 0 0 0 0 44.5 1.1 0 45.6 0.4 0 1.8 0 2.3 1.1 51.1 0 0 52.2 Southbound

BORONDA RD
Westbound

DARTMOUUTH WY
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 0 0 0 0 0 215 2 0 217 1 0 6 0 7 5 219 0 0 224 448 04:45 PM 0 0 0 0 0 0 242 12 0 254 2 0 13 0 15 9 284 0 0 293 562 05:00 PM 0 0 0 0 0 0 221 2 0 223 2 0 12 0 14 3 273 0 0 276 513 05:15 PM 0 0 0 0 0 0 195 10 0 205 3 0 9 0 12 2 277 0 0 279 496 Total Volume 0 0 0 0 0 0 873 26 0 899 8 0 40 0 48 19 1053 0 0 1072 2019 % App. Total
PHF .000 .000 .000 .000 .000 .000 .902 .542 .000 .885 .667 .000 .769 .000 .800 .528 .927 .000 .000 .915 .898 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 11PM FINAL
Site Code : 00000011
Start Date : 2/18/2010
Page No : 2

BORONDA RD

DARTMOUUTH WY
Right
0 Thru
0 Left
0 Peds
0 InOut Total
0 0 0
Right
0 Thru
873
Left
26 Peds
0 OutTotal In
1061 899 1960
Left
40 Thru
0 Right
8 Peds
0 Out TotalIn
45 48 93
Left
0 Thru
1053
Right
19 Peds
0 TotalOut In
913 1072 1985
Peak Hour Begins at 04:30 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 12MID FINAL
Site Code : 00000012
Start Date : 3/13/2010
Page No : 1
Groups Printed- Vehicles

MCKINNON ST
Southbound

BORONDA RD
Westbound

MCKINNON ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 11:00 AM 5 0 0 0 5 0 181 17 0 198 15 1 28 0 44 30 131 5 0 166 413 11:15 AM 0 0 0 0 0 0 194 16 0 210 7 0 37 0 44 32 163 0 0 195 449 11:30 AM 1 0 0 0 1 2 185 25 0 212 7 1 63 0 71 36 150 1 0 187 471 11:45 AM 0 0 0 0 0 0 208 18 0 226 2 0 37 0 39 31 151 0 0 182 447 Total 6 0 0 0 6 2 768 76 0 846 31 2 165 0 198 129 595 6 0 730 1780 12:00 PM 2 1 0 0 3 1 166 33 0 200 6 0 38 0 44 39 165 0 0 204 451 12:15 PM 0 0 0 0 0 0 191 33 0 224 7 0 55 0 62 32 197 1 0 230 516 12:30 PM 0 1 0 0 1 0 188 27 0 215 2 0 52 0 54 37 194 1 0 232 502 12:45 PM 1 0 0 0 1 2 182 28 0 212 2 0 47 0 49 28 191 2 0 221 483 Total 3 2 0 0 5 3 727 121 0 851 17 0 192 0 209 136 747 4 0 887 1952 Grand Total 9 2 0 0 11 5 1495 197 0 1697 48 2 357 0 407 265 1342 10 0 1617 3732 Apprch % 81.8 18.2 0 0 0.3 88.1 11.6 0 11.8 0.5 87.7 0 16.4 83 0.6 0 Total % 0.2 0.1 0 0 0.3 0.1 40.1 5.3 0 45.5 1.3 0.1 9.6 0 10.9 7.1 36 0.3 0 43.3

MCKINNON ST
Southbound

BORONDA RD
Westbound

MCKINNON ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 2 1 0 0 3 1 166 33 0 200 6 0 38 0 44 39 165 0 0 204 451 12:15 PM 0 0 0 0 0 0 191 33 0 224 7 0 55 0 62 32 197 1 0 230 516 12:30 PM 0 1 0 0 1 0 188 27 0 215 2 0 52 0 54 37 194 1 0 232 502 12:45 PM 1 0 0 0 1 2 182 28 0 212 2 0 47 0 49 28 191 2 0 221 483 Total Volume 3 2 0 0 5 3 727 121 0 851 17 0 192 0 209 136 747 4 0 887 1952 % App. Total 60 40 0 0 0.4 85.4 14.2 0 8.1 0 91.9 0 15.3 84.2 0.5 0 PHF .375 .500 .000 .000 .417 .375 .952 .917 .000 .950 .607 .000 .873 .000 .843 .872 .948 .500 .000 .956 .946 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 12MID FINAL
Site Code : 00000012
Start Date : 3/13/2010
Page No : 2

MCKINNON ST

BORONDA RD

MCKINNON ST
Right
3 Thru
2 Left
0 Peds
0 InOut Total
7 5 12
Right
3 Thru
727
Left
121
Peds
0 OutTotal In
764 851 1615
Left
192
Thru
0 Right
17 Peds
0 Out TotalIn
259 209 468
Left
4 Thru
747
Right
136
Peds
0 TotalOut In
922 887 1809
Peak Hour Begins at 12:00 PM
Vehicles
Peak Hour Data
North
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 12PM FINAL
Site Code : 00000012
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles
McKINNON ST
Southbound

BORONDA RD
Westbound
McKINNON ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 17 14 7 0 38 1 128 17 0 146 9 4 41 0 54 45 119 6 0 170 408 04:15 PM 10 0 1 0 11 2 152 26 0 180 14 1 47 0 62 81 155 4 0 240 493 04:30 PM 0 1 2 0 3 3 152 17 0 172 8 0 49 0 57 65 147 5 0 217 449 04:45 PM 7 4 1 0 12 2 173 31 0 206 9 4 56 0 69 55 201 3 0 259 546 Total 34 19 11 0 64 8 605 91 0 704 40 9 193 0 242 246 622 18 0 886 1896 05:00 PM 3 0 5 0 8 1 150 15 0 166 14 0 47 0 61 84 184 3 0 271 506 05:15 PM 1 1 2 0 4 0 145 22 0 167 15 0 39 0 54 79 176 0 0 255 480 05:30 PM 3 0 0 0 3 0 154 27 0 181 11 0 47 0 58 71 154 1 0 226 468 05:45 PM 2 0 1 0 3 0 153 10 0 163 7 1 39 0 47 54 163 0 0 217 430 Total 9 1 8 0 18 1 602 74 0 677 47 1 172 0 220 288 677 4 0 969 1884 Grand Total 43 20 19 0 82 9 1207 165 0 1381 87 10 365 0 462 534 1299 22 0 1855 3780 Apprch % 52.4 24.4 23.2 0 0.7 87.4 11.9 0 18.8 2.2 79 0 28.8 70 1.2 0 Total % 1.1 0.5 0.5 0 2.2 0.2 31.9 4.4 0 36.5 2.3 0.3 9.7 0 12.2 14.1 34.4 0.6 0 49.1 McKINNON ST
Southbound

BORONDA RD
Westbound
McKINNON ST
Northbound

BORONDA RD
Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 7 4 1 0 12 2 173 31 0 206 9 4 56 0 69 55 201 3 0 259 546 05:00 PM 3 0 5 0 8 1 150 15 0 166 14 0 47 0 61 84 184 3 0 271 506 05:15 PM 1 1 2 0 4 0 145 22 0 167 15 0 39 0 54 79 176 0 0 255 480 05:30 PM 3 0 0 0 3 0 154 27 0 181 11 0 47 0 58 71 154 1 0 226 468 Total Volume 14 5 8 0 27 3 622 95 0 720 49 4 189 0 242 289 715 7 0 1011 2000 % App. Total 51.9 18.5 29.6 0 0.4 86.4 13.2 0 20.2 1.7 78.1 0 28.6 70.7 0.7 0 PHF .500 .313 .400 .000 .563 .375 .899 .766 .000 .874 .817 .250 .844 .000 .877 .860 .889 .583 .000 .933 .916 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 12PM FINAL
Site Code : 00000012
Start Date : 2/18/2010
Page No : 2
McKINNON ST

BORONDA RD

BORONDA RD
McKINNON ST
Right
14 Thru
5 Left
8 Peds
0 InOut Total
14 27 41
Right
3 Thru
622
Left
95 Peds
0 OutTotal In
772 720 1492
Left
189
Thru
4 Right
49 Peds
0 Out TotalIn
389 242 631
Left
7 Thru
715
Right
289
Peds
0 TotalOut In
825 1011 1836
Peak Hour Begins at 04:45 PM
Vehicles
Peak Hour Data
North
VehicleCount-2359 Page 1
Traffic Data Service
Vehicle Counts
Datasets:

Site: [1E] EB BORONDA RD BETWEEN EL DORADO & NATIVIDAD
Data type: Axle sensors - Paired (Class/Speed/Count)
Profile:

Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 0 - 100 mph.

Direction: East (bound)
Separation: All - (Headway)
Name: TDS Standard
Scheme: Vehicle classification (Scheme F)
Units: Non metric (ft, mi, ft/s, mph, lb, ton)
* Thursday, February 18, 2010 - Total=4400 (Incomplete) , 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 - - - - - - - - - - - - - - - 716 681 731 605 554 431 388 178 116 - - - - - - - - - - - - - - - 200 179 200 145 143 120 129 61 40 25 - - - - - - - - - - - - - - - 174 159 179 173 147 99 110 42 19 17 - - - - - - - - - - - - - - - 186 168 181 150 134 107 83 42 29 14 - - - - - - - - - - - - - - 0 156 175 171 137 130 105 66 33 28 19 * Friday, February 19, 2010 - Total=9402, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 75 50 22 19 30 88 149 410 463 329 372 478 585 610 679 754 706 776 748 630 525 454 268 182 25 13 3 2 3 14 22 64 153 71 85 105 167 166 148 199 190 201 177 165 143 131 82 53 39 17 16 5 7 5 21 36 79 105 72 97 120 137 144 178 200 178 210 169 163 136 116 62 60 28 14 16 5 3 7 20 40 113 107 95 95 116 141 148 173 165 169 180 213 140 125 104 68 36 26 19 5 9 7 15 33 51 154 98 91 95 137 140 152 180 190 169 185 189 162 121 103 56 33 26 AM Peak 1145 - 1245 (582), AM PHF=0.87 PM Peak 1700 - 1800 (776), PM PHF=0.92 * Saturday, February 20, 2010 - Total=9185, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 119 69 59 36 33 53 95 164 244 371 417 523 674 726 705 757 743 728 668 580 509 441 281 190 39 21 20 9 10 6 9 26 52 93 100 117 169 170 189 187 149 166 189 170 157 133 90 56 32 28 15 22 10 4 11 25 34 60 73 104 128 148 190 176 208 201 197 167 138 128 117 75 51 25 26 17 11 10 8 16 33 56 59 97 105 132 182 181 158 171 203 177 163 134 117 102 58 45 24 26 16 6 7 11 20 28 48 73 108 108 146 175 185 182 191 190 188 149 138 107 89 58 38 22 AM Peak 1145 - 1245 (645), AM PHF=0.89 PM Peak 1615 - 1715 (760), PM PHF=0.94 * Sunday, February 21, 2010 - Total=7830, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 103 72 64 40 35 39 55 160 186 286 350 411 551 582 720 684 653 637 678 591 387 296 155 95 32 28 16 14 8 8 9 21 46 58 92 89 117 160 168 166 160 162 166 168 111 99 51 31 12 25 16 16 13 8 5 11 47 35 57 76 114 123 125 173 178 158 156 177 144 104 62 33 17 15 24 9 13 8 7 9 19 40 44 87 88 98 142 140 177 167 183 147 174 155 93 77 41 20 11 22 19 19 5 12 17 16 52 61 84 94 110 169 157 202 173 152 172 161 124 79 58 30 27 16 AM Peak 1145 - 1245 (492), AM PHF=0.87 PM Peak 1430 - 1530 (723), PM PHF=0.89 * Monday, February 22, 2010 - Total=8751, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 54 35 29 24 38 71 142 459 438 369 404 479 570 578 689 670 678 752 669 545 447 321 183 107 12 9 8 4 6 14 15 75 157 77 86 104 148 132 147 168 161 213 166 157 130 100 54 38 19 15 9 9 8 6 12 36 80 98 89 99 131 151 142 175 195 171 189 168 135 115 83 49 29 13 11 8 8 4 12 15 42 137 96 105 106 117 146 166 184 148 155 175 183 134 96 73 43 21 17 16 9 4 8 14 30 49 167 87 98 113 127 125 138 183 159 191 175 152 119 106 65 37 19 11 AM Peak 1145 - 1245 (572), AM PHF=0.95 PM Peak 1645 - 1745 (768), PM PHF=0.90 * Tuesday, February 23, 2010 - Total=8094, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 60 35 16 16 31 73 170 452 439 294 390 405 548 529 620 644 658 667 606 476 408 294 156 107 19 9 1 2 6 10 25 56 142 65 96 88 126 123 164 177 159 177 156 139 105 92 42 37 13 13 10 8 7 6 14 35 105 107 70 78 97 127 126 157 156 164 165 155 108 109 72 36 31 10 17 7 4 1 8 19 64 111 101 89 108 106 145 140 146 147 188 175 166 114 116 76 48 21 15 11 9 3 6 11 30 46 180 89 70 108 114 150 140 153 164 147 150 129 115 78 54 30 18 20 AM Peak 0730 - 0830 (540), AM PHF=0.75 PM Peak 1630 - 1730 (677), PM PHF=0.90 * Wednesday, February 24, 2010 - Total=8441, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 58 31 19 16 23 75 134 386 488 338 382 457 535 656 592 638 627 696 630 562 439 364 173 122 13 11 0 5 2 13 16 58 121 84 88 89 117 159 142 172 138 168 169 152 135 114 49 28 18 10 6 7 2 7 15 31 79 100 84 94 124 119 181 141 144 161 182 165 129 102 80 54 41 16 15 9 3 4 7 21 42 107 143 91 98 118 159 209 151 161 177 177 147 154 105 90 32 28 30 20 5 9 5 7 26 45 142 124 79 102 126 140 107 158 161 151 169 149 127 97 80 38 25 14 AM Peak 1145 - 1245 (521), AM PHF=0.82 PM Peak 1715 - 1815 (697), PM PHF=0.96 VehicleCount-2359 Page 1
VehicleCount-2359 Page 2
* Thursday, February 25, 2010 - Total=1401 (Incomplete) , 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 78 34 24 20 32 80 147 452 448 - - - - - - - - - - - - - - - 18 17 7 4 3 19 23 57 138 78 - - - - - - - - - - - - - - - 16 6 9 6 6 11 26 91 104 8 - - - - - - - - - - - - - - - 30 9 5 3 9 19 46 134 111 - - - - - - - - - - - - - - - - 14 2 3 7 14 31 52 170 95 - - - - - - - - - - - - - - - - VehicleCount-2359 Page 2
VehicleCount-2358 Page 1
Traffic Data Service
Vehicle Counts
Datasets:

Site: [1W] WB BORONDA RD BETWEEN EL DORADO & NATIVIDAD
Data type: Axle sensors - Paired (Class/Speed/Count)
Profile:

Included classes: 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 Speed range: 0 - 100 mph.

Direction: West (bound)
Separation: All - (Headway)
Name: TDS Standard
Scheme: Vehicle classification (Scheme F)
Units: Non metric (ft, mi, ft/s, mph, lb, ton)
* Thursday, February 18, 2010 - Total=4347 (Incomplete) , 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 - - - - - - - - - - - - - - - 813 735 803 673 507 344 235 156 81 - - - - - - - - - - - - - - - 181 175 209 191 142 95 68 59 20 9 - - - - - - - - - - - - - - - 226 187 198 164 133 82 76 36 27 8 - - - - - - - - - - - - - - - 226 176 187 177 116 85 54 25 17 12 - - - - - - - - - - - - - - 0 180 197 209 141 116 82 37 36 17 8 * Friday, February 19, 2010 - Total=10057, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 37 24 22 36 94 174 342 513 632 487 532 540 678 623 646 815 694 792 731 567 429 312 233 104 9 7 7 13 15 45 70 99 180 124 127 128 150 174 169 180 165 205 221 166 107 78 73 23 20 8 6 4 4 17 37 69 95 187 109 139 132 190 151 153 227 151 193 189 156 121 86 66 36 16 12 8 8 11 33 41 91 144 140 121 130 141 167 159 143 227 187 216 169 130 113 75 51 23 15 8 3 3 8 29 51 112 175 125 133 136 139 171 139 181 181 191 178 152 115 88 73 43 22 19 AM Peak 0730 - 0830 (686), AM PHF=0.92 PM Peak 1445 - 1545 (815), PM PHF=0.90 * Saturday, February 20, 2010 - Total=9882, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 70 59 44 42 47 120 198 294 380 508 596 680 734 794 740 725 749 731 651 556 439 344 221 160 20 13 10 13 14 18 47 51 78 91 140 142 193 196 191 165 184 168 184 152 122 87 63 43 26 16 16 8 6 6 33 51 68 96 140 142 194 178 209 168 185 198 190 162 134 117 91 63 42 25 15 16 13 14 12 37 51 71 105 119 147 160 172 177 172 188 183 170 135 148 120 86 54 46 23 19 14 13 9 15 32 49 104 101 158 167 184 191 212 209 187 184 203 170 122 80 80 41 29 21 AM Peak 1115 - 1215 (731), AM PHF=0.94 PM Peak 1300 - 1400 (794), PM PHF=0.94 * Sunday, February 21, 2010 - Total=8412, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 95 58 59 35 38 82 83 157 260 354 512 551 752 751 757 724 742 696 561 393 334 214 132 72 26 19 14 10 4 12 18 29 51 74 98 129 169 191 200 174 166 197 143 100 107 56 39 20 13 25 11 16 11 12 17 19 46 68 78 110 136 193 178 207 184 184 160 150 111 81 57 41 21 9 23 15 19 8 9 21 25 40 60 101 135 131 187 185 185 189 209 168 141 93 78 59 29 12 9 21 13 10 6 13 32 21 42 81 101 169 155 203 197 165 177 183 171 127 89 68 42 23 19 7 AM Peak 1145 - 1245 (704), AM PHF=0.91 PM Peak 1330 - 1430 (789), PM PHF=0.95 * Monday, February 22, 2010 - Total=9459, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 38 34 25 36 91 181 326 570 618 504 514 522 583 599 597 770 714 766 697 478 364 218 147 67 13 8 8 8 18 31 65 103 175 108 128 128 131 138 148 164 169 182 186 142 107 78 37 24 16 9 8 5 9 15 45 83 99 167 101 136 111 131 152 140 204 190 191 201 124 85 67 47 14 9 9 13 7 13 25 49 79 173 145 130 117 132 188 140 131 217 158 182 159 109 83 44 33 10 5 7 5 5 6 33 56 99 195 131 165 133 151 133 169 178 185 197 211 151 103 89 29 30 19 13 AM Peak 0730 - 0830 (710), AM PHF=0.91 PM Peak 1730 - 1830 (780), PM PHF=0.92 * Tuesday, February 23, 2010 - Total=8752, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 43 25 18 23 85 203 332 562 655 442 453 483 543 541 521 732 681 721 552 438 302 234 111 52 16 8 6 2 13 37 69 99 173 113 132 125 132 146 128 159 172 150 173 150 89 79 35 19 12 9 6 5 5 27 45 86 115 208 106 97 111 137 150 115 199 158 209 144 100 68 45 26 14 8 5 7 5 7 23 60 82 166 154 103 104 128 153 124 124 223 152 180 125 105 74 63 29 9 8 13 4 2 9 22 61 95 182 120 120 120 119 121 121 154 151 199 182 110 83 71 47 21 10 8 AM Peak 0730 - 0830 (729), AM PHF=0.88 PM Peak 1515 - 1615 (745), PM PHF=0.84 * Wednesday, February 24, 2010 - Total=9244, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 36 18 23 34 73 174 308 508 571 506 468 510 674 595 572 770 623 762 663 502 351 247 151 105 12 5 6 2 14 30 66 91 127 141 154 105 176 158 153 172 159 175 190 140 108 61 62 32 11 8 6 6 10 17 47 72 115 142 107 93 141 137 124 134 224 162 205 173 145 86 75 43 23 14 8 5 7 15 22 40 75 146 145 131 101 124 176 137 143 223 153 173 170 116 85 51 22 31 15 8 2 4 7 20 57 95 156 157 127 120 140 185 176 142 151 149 209 130 101 72 60 24 19 10 AM Peak 1145 - 1245 (629), AM PHF=0.89 PM Peak 1715 - 1815 (777), PM PHF=0.93 VehicleCount-2358 Page 1
VehicleCount-2358 Page 2
* Thursday, February 25, 2010 - Total=2056 (Incomplete) , 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 50 32 33 27 87 183 350 548 647 - - - - - - - - - - - - - - - 11 12 11 3 11 35 74 108 185 94 - - - - - - - - - - - - - - - 14 8 7 4 19 36 91 96 191 5 - - - - - - - - - - - - - - - 15 7 4 11 27 49 99 153 147 - - - - - - - - - - - - - - - - 10 5 11 9 30 63 86 191 124 - - - - - - - - - - - - - - - - VehicleCount-2358 Page 2
Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 11PM US-101 FREEWAY
Site Code : 00000101
Start Date : 2/18/2010
Page No : 1
Groups Printed- Vehicles
US-101 SOUTHBOUND
Southbound Westbound
US-101 NORTHBOUND
Northbound Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:00 PM 0 534 0 0 534 0 0 0 0 0 0 492 0 0 492 0 0 0 0 0 1026 04:15 PM 0 575 0 0 575 0 0 0 0 0 0 651 0 0 651 0 0 0 0 0 1226 04:30 PM 0 614 0 0 614 0 0 0 0 0 0 624 0 0 624 0 0 0 0 0 1238 04:45 PM 0 799 0 0 799 0 0 0 0 0 0 623 0 0 623 0 0 0 0 0 1422 Total 0 2522 0 0 2522 0 0 0 0 0 0 2390 0 0 2390 0 0 0 0 0 4912 05:00 PM 0 772 0 0 772 0 0 0 0 0 0 817 0 0 817 0 0 0 0 0 1589 05:15 PM 0 816 0 0 816 0 0 0 0 0 0 837 0 0 837 0 0 0 0 0 1653 05:30 PM 0 845 0 0 845 0 0 0 0 0 0 751 0 0 751 0 0 0 0 0 1596 05:45 PM 0 862 0 0 862 0 0 0 0 0 0 588 0 0 588 0 0 0 0 0 1450 Total 0 3295 0 0 3295 0 0 0 0 0 0 2993 0 0 2993 0 0 0 0 0 6288 Grand Total 0 5817 0 0 5817 0 0 0 0 0 0 5383 0 0 5383 0 0 0 0 0 11200 Apprch % 0 100 0 0 0 0 0 0 0 100 0 0 0 0 0 0
Total % 0 51.9 0 0 51.9 0 0 0 0 0 0 48.1 0 0 48.1 0 0 0 0 0 US-101 SOUTHBOUND
Southbound Westbound
US-101 NORTHBOUND
Northbound Eastbound
Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 772 0 0 772 0 0 0 0 0 0 817 0 0 817 0 0 0 0 0 1589 05:15 PM 0 816 0 0 816 0 0 0 0 0 0 837 0 0 837 0 0 0 0 0 1653 05:30 PM 0 845 0 0 845 0 0 0 0 0 0 751 0 0 751 0 0 0 0 0 1596 05:45 PM 0 862 0 0 862 0 0 0 0 0 0 588 0 0 588 0 0 0 0 0 1450 Total Volume 0 3295 0 0 3295 0 0 0 0 0 0 2993 0 0 2993 0 0 0 0 0 6288 % App. Total
PHF .000 .956 .000 .000 .956 .000 .000 .000 .000 .000 .000 .894 .000 .000 .894 .000 .000 .000 .000 .000 .951 Traffic Data Service
Campbell, CA
(408) 377-2988
[email protected] File Name : 11PM US-101 FREEWAY
Site Code : 00000101
Start Date : 2/18/2010
Page No : 2
US-101 SOUTHBOUND
US-101 NORTHBOUND
Right
0 Thru
3295
Left
0 Peds
0 InOut Total
2993 3295 6288
Right
0 Thru
0 Left
0 Peds
0 OutTotal In
0 0 0
Left
0 Thru
2993
Right
0 Peds
0 Out TotalIn
3295 2993 6288
Left
0 Thru
0 Right
0 Peds
0 TotalOut In
0 0 0
Peak Hour Begins at 05:00 PM
Vehicles
Peak Hour Data
North

APPENDIX B:

INTERSECTION LEVEL OF SERVICE CALCULATIONS
HCM Signalized Intersection Capacity Analysis Ex_PM
1: Russell Road & Van Buren Ave.

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HCM Signalized Intersection Capacity Analysis Ex_PM
2: Russell Road & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Ex_PM
3: Van Buren Ave. & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Ex_PM
4: Northridge Wy. & San Juan Grade Rd.

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5: Mobile Home Drwy. & San Juan Grade Rd.

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HCM Signalized Intersection Capacity Analysis Ex_PM
6: Boronda Rd. & SB 101 Off-Ramp

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HCM Signalized Intersection Capacity Analysis Ex_PM
7: Boronda Rd. & NB 101 On-Ramp

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HCM Signalized Intersection Capacity Analysis Ex_PM
8: Boronda Rd. & N. Main Street

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HCM Signalized Intersection Capacity Analysis Ex_PM
9: Boronda Rd. & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Ex_PM
10: Boronda Rd. & Shopping Center Drwy.

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HCM Signalized Intersection Capacity Analysis Ex_PM
11: Boronda Rd. & Dartmouth Wy.

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HCM Signalized Intersection Capacity Analysis Ex_PM
12: Boronda Rd. & McKinnon St.

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4 4 4 4 4 4 4 4 4 4
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HCM Unsignalized Intersection Capacity Analysis Ex_PM
16: Boronda Rd. &

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HCM Signalized Intersection Capacity Analysis Ex_SAT
1: Russell Road & Van Buren Ave.

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HCM Signalized Intersection Capacity Analysis Ex_SAT
2: Russell Road & San Juan Grade Rd.

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3: Van Buren Ave. & San Juan Grade Rd.

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4: Northridge Wy. & San Juan Grade Rd.

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5: Mobile Home Drwy. & San Juan Grade Rd.

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6: Boronda Rd. & SB 101 Off-Ramp

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8: Boronda Rd. & N. Main Street

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9: Boronda Rd. & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Ex_SAT
10: Boronda Rd. & Shopping Center Drwy.

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11: Boronda Rd. & Dartmouth Wy.

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HCM Signalized Intersection Capacity Analysis Ex_SAT
12: Boronda Rd. & McKinnon St.

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16: Boronda Rd. &

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HCM Signalized Intersection Capacity Analysis Cum No Prj_PM 2: Russell Road & San Juan Grade Rd.

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4+=
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HCM Unsignalized Intersection Capacity Analysis Cum No Prj_PM 3: Van Buren Ave. & San Juan Grade Rd.

"
#$% #$ $% $& $& $
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HCM Unsignalized Intersection Capacity Analysis Cum No Prj_PM 4: Northridge Wy. & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Cum No Prj_PM 5: Mobile Home Drwy. & San Juan Grade Rd.

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HCM Signalized Intersection Capacity Analysis Cum No Prj_PM 6: Boronda Rd. & SB 101 Off-Ramp

"
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HCM Signalized Intersection Capacity Analysis Cum No Prj_PM 7: Boronda Rd. & NB 101 On-Ramp

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HCM Signalized Intersection Capacity Analysis Cum No Prj_PM 8: Boronda Rd. & N. Main Street

"
#$% #$& #$ '$% '$& '$ $% $& $ $% $& $
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HCM Signalized Intersection Capacity Analysis Cum No Prj_PM 9: Boronda Rd. & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Cum No Prj_PM 10: Boronda Rd. & Shopping Center Drwy.

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HCM Signalized Intersection Capacity Analysis Cum No Prj_PM 11: Boronda Rd. & Dartmouth Wy.

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HCM Signalized Intersection Capacity Analysis Cum No Prj_PM 12: Boronda Rd. & McKinnon St.

"
#$% #$& #$ '$% '$& '$ $% $& $ $% $& $
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HCM Unsignalized Intersection Capacity Analysis Cum No Prj_PM 16: Boronda Rd. &

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HCM Signalized Intersection Capacity Analysis Cum No Prj_SAT 1: Russell Road & Van Buren Ave.

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HCM Signalized Intersection Capacity Analysis Cum No Prj_SAT 2: Russell Road & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Cum With Prj_PM 3: Van Buren Ave. & San Juan Grade Rd.

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HCM Signalized Intersection Capacity Analysis Cum With Prj_PM 4: Northridge Wy. & San Juan Grade Rd.

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HCM Unsignalized Intersection Capacity Analysis Cum With Prj_PM 5: Mobile Home Drwy. & San Juan Grade Rd.

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HCM Signalized Intersection Capacity Analysis Cum With Prj_PM 6: Boronda Rd. & SB 101 Off-Ramp

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HCM Signalized Intersection Capacity Analysis Cum With Prj_PM 7: Boronda Rd. & NB 101 On-Ramp

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HCM Signalized Intersection Capacity Analysis Cum With Prj_PM 8: Boronda Rd. & N. Main Street

"
#$% #$& #$
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HCM Signalized Intersection Capacity Analysis Cum With Prj_PM 9: Boronda Rd. & San Juan Grade Rd.

"
#$% #$& #$
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HCM Unsignalized Intersection Capacity Analysis Cum With Prj_PM 10: Boronda Rd. & Shopping Center Drwy.

"
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HCM Signalized Intersection Capacity Analysis Cum With Prj_PM 11: Boronda Rd. & Project Drwy

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HCM Signalized Intersection Capacity Analysis Cum With Prj_PM 12: Boronda Rd. & McKinnon St.

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&&

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HCM Unsignalized Intersection Capacity Analysis Cum With Prj_PM 16: Boronda Rd. &

!/
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HCM Unsignalized Intersection Capacity Analysis Cum With Prj_PM 17: Boronda Rd. & Project Drwy

"
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HCM Unsignalized Intersection Capacity Analysis Cum With Prj_PM 32: Project Drwy & San Juan Grade Rd.

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HCM Signalized Intersection Capacity Analysis Cum With Prj_SAT 1: Russell Road & Van Buren Ave.

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APPENDIX C:

FREEWAY MAINLINE LEVEL OF SERVICE CALCULATIONS

BASIC FREEWAY SEGMENTS WORKSHEET
General Information Site Information
Analyst KC Highway/Direction of Travel US 101 NB
Agency or Company Fehr & Peers From/To Boronda to Russell Date Performed July 2010 Jurisdiction Salinas
Analysis Time Period PM Peak Hour Analysis Year 2010
Project Description Existing Conditions
Oper.(LOS) Des.(N) Planning Data
Flow Inputs
Volume, V 3737 veh/h Peak-Hour Factor, PHF 0.91
AADT veh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
P
eak-Hr Direction Prop, D General Terrain: Level
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down % Calculate Flow Adjustments
fp 1.00 ER 1.2

ET 1.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.976
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 1.12 I/mi
Number of Lanes, N 2
FFS (measured) mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0 .0 mi/h
fID 3 .1 mi/h
fN 4 .5 mi/h
FFS 62.4 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x
fp) 2 105 pc/h/ln
S 57.8 mi/h
D = vp / S 3 6.4 pc/mi/ln
LOS E
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x
fp) p c/h
S mi/h
D = vp / S p c/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed L
OS - Level of service BFFS - Base free-flow speed DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 f LC - Exhibit 23-5 fp - Page 23-12 fN - Exhibit 23-6
L
OS, S, FFS, vp - Exhibits 23-2, 23-3 f ID - Exhibit 23-7 Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 7/17/2010 10:16 PM

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Salinas City CouncilSeptember 6, 2022

Salinas City Council
September 6, 2022